Design Calculation-CYL VERTICAL 1.0mDIA X 1.10m St Ht Tank

Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx Xxxxxxxxxxxxxxxxxxxxxxxxxxxxx Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxx Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx φ1000mm x 1100mmSt Ht Desi esign Calcu alcullatio ation n for Tempo mporary rary Chlo Chlorrina ination tion Storag oragee Tank

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DESIGN CALCULATION CALCULATION FOR NaOCl TANK (Ø1000 X 1100mm(T/T) BASED ON BS-4994-198)

T+- Doc .o( Document 4repare5 6y( Document ppro3e5 6y(

!a"# C$#%&a'%$&

T+-/C 001/201& .ame r8 -lea9ar 8 en5o9a

Signature

e3 $ 0& Date 21 arch 201'

 ALTON ALTON I#%&#a%"$#al (S) *TE LTD

A) D+",# Da%a Tank Dimensions

(

1 of 17

Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx φ1000mm x 1100mmSt Ht Design Calculation for Temporary Chlorination Storage Tank

:nsi5e Diameter Str8 Ht

( 1,000mm ( 1,100mm8

+lui5 han5le

( .a;Cl, 1<= >Hypochlorite?

Design Spec8 gra3ity

( 1802<

;perating 4ressure

( tmospheric

;perating Temperature

( m@ient >200C * &20C?

Design pressure

( +ull of #ater

Design Temperature

( 200C * %<0C

Design #in5 Spee5

( '<8' m*s

6last esistance

( &00 m@ar

Transportation acceleration

( 08g ongitu5inalA 08g Trans3erseA 08'g ertical

Seismic aceleration

( 08&g ongitu5inalA 08&g Trans3erseA 08&
etho5 of fa@rication

( Han5 lay

B) D+",# C$.+ a#. R&#'+ 6S '' ( 1)7

( 6ritish Stan5ar5 Specification for Design an5 Construction of 3essels an5 tanks in reinforce5 plastics8 :SC/SD .inth -5 ( merican :nstitute of Steel Construction $ llo!a@le Stress Design etho5, .inth -5ition 1) /BD/00/01/&0'001 e3 2 ( -"uipment Design Con5itions /BD/<0/'1/127001 ( 4iping an5 :nstrumentation Diagram /BD/<0/'1/&07001 ( eneral rrangement Dra!ing /BD/<0/'1/&07002 ( Tank Detail Dra!ing /BD/
aterial 4roperties( Type of resin( - >D/'11? resin8

2 of 17


ltimate tensile unit Strength, TS G 200 .*mm >CS? G 2<0 .*mm >#? nit mo5ulus G 1',000 .*mm >CS? G 1%,000 .*mm >#? aximum allo!a@le strain, ε

G 082=8 (Clause 9.2.4)

Note: i.

Material strengths were based from minimum values provided in the B4994: !9"# $able %. ii. CM & Chopped trand Mat 4%'gm2 iii. * & oven *oving "''gm2

::8 18

llo!a@le an5 Design nit oa5ings Design +actor, 

+, -  / !  / 2  / -  / 4  / %

>-F 1?

where: &(

represents a constant !hich allo!s for the re5uction of material strength cause5 @y long term loa5ing8

/ !( Han5!ork ( 18< / 2( #ithout thermoplastic lining( 182 / -( Heat 5istortion temperature of resin( 180 / 4( Cyclic loa5ing( 181 / %( #ithout post cure( 18<

+,&  18<  182  180  181  18< , )81

∴

28

Design unit loa5ing, 0 1

& of 17


a? Determine the oa5 limite5 allo!a@le unit loa5ing, u 8 u

u G +

>-F 2?

!here u is TS from Ta@le <8 200

u,CS G )81 G 228'< .*mm per kg*m2 glass8 2<0

u,# G )81 G 2)80% .*mm per kg*m2 glass8 @? llo!a@le strain, ε G 082= c? Strain limite5 allo!a@le unit loa5ing, u 8

uS G X9 ε

>-F8 &? !here X9 is the unit mo5ulus from Ta@le <8

uS,CS G 1',000 x 082*100 G 2)80 .*mm per kg*m2 glass8 uS,# G 1%,000 x 082*100 G &280 .*mm per kg*m2 glass8 5? Design unit loa5ing 98 Since  I S, then the strain for each layer concerne5 shall @e 5etermine58 (3lause 9.2. b) u 2 εG

5 1

>-F8 '? 228'<

εCS G 1',000  100= G 081%= 2)80% ε# G 1%,000  100= G 0817<=

' of 17


Therefore, the allo!a@le strain, ε5 G 081%=8 (east of the two values) The Design unit loa5ing for each layer, uJ, shall @e 5etermine5 from the formula @elo!(

uJ G X9 ε5

>-F8
uJ,CS G 1',000 x 081%*100 G 228'0 .*mm per kg*m2 glass8 uJ,# G 1%,000 x 081%*100 G 2<8%0 .*mm per kg*m2 glass8 Summary of Design unit loading:

+or CS, uJ,CS G 228'0 .*mm per kg*m2 glass8 +or #, uJ,# G 2<8%0 .*mm per kg*m2 glass8

D) D+",# $ Ta# 1. Ta# Sll D+",#

*&$2".. T"'#++

5mm THK

Consi5ering lo!er shell, aximum 4ressure, ρ G γ gh !here γ G specific 5ensity of .a;Cl G 1802
ρ G

ρ 6i

a? Circumferential unit loa5 ( FK G

2

>-F 7?

G 08011 x 1000*2 QØ = 5.50 Nmm.

< of 17

Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx φ1000mm x 1100mmSt Ht Design Calculation for Temporary Chlorination Storage Tank ρ 6i

@? ongitu5inal unit loa5( Fx G '

+

' M

∏ 6i

2

−

)

∏ 6i

>-F ?

i8 Determine 6en5ing oment 5ue to #in5 4ressure, M

#in5 spee5 Design !in5 spee5,  b G '<8' m*s Dynamic pressure "s of stan5ar5 metho5, "

s =

08%1&7 b

2

///// -" >1?

" s G 08%1& x '<8'

2

G 1,2%&8' .*m G 08001& .*mm

2 2

#in5 force acting on tank, +! G C f

×

8 × w3

Take C f G 1, # 3 G !i5th contact +! G 1x 08001& x 1000 G 18&0 .*mm 18&0 × 1,100 2 2 ax 6 L @ase G ! = "#$%500Nmm

ii8 Determine ;perational #eight,  ? +lui5 G 08
G <,02) . G %&) .

Total #eight, & = 5%$$$ N ιιι.

-xternal pressure,

= '00m(ar = 0.0'Nmm ) >6last 4ressure?

% of 17


*ase +. ,m-ty Tan against &ind /ressure ρ 6i

F  G

'

9. = 0 +

+

' M

−

∏ 6i 2

' .7)%,<00

∏ .1000 2

)

∏ 6i

−

>-F ?

%&)

∏ .1000

Q = 0.#0 Nmm *ase ++. ,m-ty Tan against last /ressure ρ 6i

F  G 9. =

'

+

' M

−

∏ 6i 2

080& .1000 '

)

∏ 6i ' .0

+

∏ .1000 2

>-F ?

−

%&)

∏ .1000

Q = ".'0 Nmm *ase +++. ,m-ty Tan against *om(ination of &ind and last /ressure ρ 6i

F  G 9. =

'

+

' M

∏ 6i

080& .1000 '

−

2

+

)

∏ 6i

' . 7)%,<00

∏ .1000 2

>-F ?

−

%&)

∏ .1000

Q = #.'0 Nmm

*ase +2. Tan in 3-eration against &ind /ressure ρ 6i

F  G

'

9. = 0 +

+

' M

∏ 6i

2

−

' .7)%,<00

∏ .1000 2

)

∏ 6i

−

>-F ?

<,%%%

∏ .1000

Q = 40.#0 Nmm

7 of 17


*ase 2. Tan in 3-eration against last /ressure ρ 6i

F  G 9. =

'

+

' M

∏ 6i

080& .1000 '

2

+

−

)

∏ 6i ' .0

∏ .1000 2

>-F ?

−

<,%%%

∏ .1000

Q = 5."0 Nmm

*ase 2+. Tan in 3-eration against last /ressure and &ind /ressure ρ 6i

F  G 9. =

'

+

' M

∏ 6i

080& .1000 '

2

+

−

)

∏ 6i

' . 7)%,<00

∏ .1000 2

>-F ?

−

<,%%%

∏ .1000

Q = $."0 Nmm

*e6 -ro7ided ti6ness against loadings:

Con5ition( The ctual unit loa5s >F? along circumferential an5 longitu5inal 5irection @rought @y li"ui5 pressure, !in5 loa5 an5 !eight shoul5 not excee5 the Design unit loa5s >uJ? of the +4 aminate, as 5escri@e5 in the e"uation @elo!( u1m1n1 8 u)m)n) 898u  m  n  ≥ Q

>-F %?

!here( m! m2 ;m 1 G mass of reinforcement per unit area >in kg*m2 glass? in one layer of reinforcement type8 n! n2 ;n 1 G num@er of layers of reinforcement type in construction un5er consi5eration8 sing CS !ith mCM G '<0g*m2 an5 #o3en o3ing !ith m* G)00g*m2( ) of 17


8 Circumferential*ongitu5inal uJ = 22.40 .*mm per kg*m2  08'
Since Fx in Case : is negati3e an5 in compression, check on permissi@le maximum compressi3e unit loa5 shall @e 5one8 08%t5 lam <6o

Fp G

>-F 1&? !here Xlam G X1m1n1 N X2m2n2 NONXJmJnJ G 1',000x08'safety factor, p8 2< 6S ''? DoG 1,000mm N 2x
08%>&),000?

Fp G

> '?>1,010?

= )#.)) Nmm ; Q = 40.#0Nmm% 3K<

Since from the checking, strength of +4 laminate reinforce5 !ith ' layers of CS an5 1 layer of #o3en o3ing !ith the 5escri@e5 mass is greater than the re"uire5 unit loa5ing along circumferential an5 longitu5inal 5irection, terefore te -ro7ided ti6ness of 5mm ti6 >*S! 81&?@ is SAB,<

). Ta# B$%%$m .+",#

:8

*&$2".. T"'#++ 3mm TK

Slante5 Circular @ase !ill @e supporte5 @y +4 #e@s >see +igure 1? a G &00mmA @ G &00mmA

a*@G 1A

α1 G 0801'  of 17


p G 08011 .*mm2 5 2=M - G

t

' .1'000 . 08'< + 1 .1%000 . 08)0 <

G

G7,%00

60

50

300 300

300 300

a8 Check pro3i5e5 thickness against pressure loa5( 082<

 α 1 ρ b '    > 2=M    Ts8@ase G

082<

 0801' .08011.&00 '     7 , %00   G

G &8<)mm I
@8 Check +4 plate supports against pressure loa58 4late thickness( 7mm

10 of 17


CS ap shear strength G 7 .*mm2 Check against shear( p G 08011 .*mm2 08011 N * mm 2 .&00 mm 7 N * mm 2

tmin G

G 08'7 mm I 7mm, ;P c8 Check pro3i5e5 thickness against 6last pressure( 082<

 α 1 ρ b '     > Ts8@ase G  2=M 

082<

 0801' .080& .&00 '     7 , %00  G 

G '8%0mm I
58 Check +4 plate supports against pressure loa58 4late thickness( 7mm CS ap shear strength G 7 .*mm2 Check against shear( p G 080& .*mm2 080& N * mm 2 .&00mm

tmin G

7 N * mm 2

G 182mm I 7mm, ;P

5 Ta# C$2& D+",# :8

*&$2".. T"'#++ 6mm TK

Check Co3er Thickness Design gainst aintenance oa5( aintenance loa5 G <0kg x8)1m*s2 * ><00mm?2 G 08002 .*mm2

11 of 17


Consi5er co3er to @e a rectangular flat panel 1000mm long !ith supports at 270 mm o8c8 082<

tmin G

 α 1 pb '     >  2=M 

!here(



1 G 0802) >see ta@le ) of 6S''(1)7? @ G 270 mm 5 1',000 . 08'< . 'la?ers + 1%,000 .08)0 .1la?er > 2=M = 2=M t G < G 7,%00 082<

 0802) .08002 . 270 '     7 , %00  

Therefore, tmin G G 28<0 mm I %mm, ;P

Calculate stiffener support( Tri@utary !i5th, # G >227mm N 270mm?*2 G 2')8<0mm ! G p  @ G 08002 .*mm2 x 2')8<0mm G 08'7 .*mm  G %& mm  G !2 * ) >consi5ering simply supporte5 stiffener? G 08'7 .*mm x %&2 * ) G <7,%1& ./mm M

Sx-FD G

08%%
<7,%1& G 08%% . 2')

G &<2 mm& G 08&< cm& se SHS 2SxG 1827cm& Q Sx-FD? $;P

::8

Check Co3er Thickness Design gainst 6last oa5( 4 G 080& .*mm2

12 of 17


Consi5er co3er to @e a rectangular flat panel 1000mm long !ith supports at 270 mm o8c8 082<

tmin G

 α 1 pb '     >  2=M 

!here(



1 G 0802) >see ta@le ) of 6S''(1)7? @ G 270 mm 5 1',000 . 08'< . 'la?ers + 1%,000 .08)0 .1la?er > 2=M = 2=M t G < G 7,%00 082<

 0802) .080& . 270 '     7 , %00  

Therefore, tmin G G '82 mm I %mm, ;P

Calculate stiffener support( Tri@utary !i5th, # G >227mm N 270mm?*2 G 2')8<0mm ! G p  @ G 080& .*mm2 x 2')8<0mm G 78'<< .*mm  G %& mm  G !2 * ) >consi5ering simply supporte5 stiffener? G 78'<< .*mm x %&2 * ) G )%',12 ./mm M

Sx-FD G

08%%
)%',12 G 08%% . 2')

G <,2)0 mm& G <82) cm& se SHS <0x2SxG %8&0cm& Q Sx-FD? $;P

4 C'+ $& L"%"#, L7,+ Fty( 2 pcs8 sing *S gra5e plate8

1& of 17


Throat thickness G cos '<0 x !el5 thickness G 08707 x &m thk G 2812mm

>-ffecti3e fillet throatA :SC?

llo! shear stress G 08' x 2').*mm2 G 820 .*mm2 Total !eight of tank >empty?( pprox8 % '0 − 178
1,<'8<0 * 2

=

2812 × 820

&8%)mm

ctual !el5ing length 1<0 Q &8%)mm$ ;k +4 compensation sing CS lap shear strength G 7 .*mm

2

inimum shear area re"5( for lifting lug, 1,<'8<0 = 110870mm 2  G 2×7 +4 o3erlay &<0 x &<0 mm

6on5ing areaG >&<0 x &<0? $ ><0 x 200 x2? $ >7< x1<0? 2

2

G 1,2<0 mm Q 110870 mm //// ;k Check nit oa5 re"5 from +4 layer,

1,<'8<0 nit loa5 re"5( G

2>200 + 12
=

28&) N * mm

2

se & plies x 08'< kg*m x 228'0.*mm CS G &082' .*mm Q 28&) .*mm // ;k

C' A#'$& S7$&% a#. B$l%"#, .um@er of support consi5ere5 G '

1' of 17


:? oa5 force generate5 @y Transportation acceleration motion #eight of empty !eight of tank

G

%<80 kg

ongitu5inal Direction( ongitu5inal acceleration >gx? G 08g oa5 generate5 5ue to acceleration >+gx?

G G G G

)8)2 m*s2 # x gx %< x )8)2 <7&8))< .

Trans3erse Direction( Trans3erse acceleration >g9? G 08g oa5 generate5 5ue to acceleration >+g9?

G )8)2 m*s2 G # x gy G %< x )8)2 G <7&8))< .

ertical Direction( G &82'm*s2 G # x gy G %< x &82' G 2<<80% . Therefore, consi5er +gx* +g9

ertical acceleration >gy? G 08'g oa5 generate5 5ue to acceleration >+gy?

+orce acting on the per support G <7&8))< . * ' G 1'&8'7 .

::? oa5 force generate5 @y Seismic acceleration motion ;perating #eight of tank( ? +lui5 G 08
G <1& kg G %< kg

Total ;perating #eight, &

= 5"# g

ongitu5inal Direction( ongitu5inal acceleration >gx? G 08&g oa5 generate5 5ue to acceleration >+gx?

G G G G

28'& m*s2 # x gx <7) x 28'& 1,701 .

Trans3erse Direction(

1< of 17


Trans3erse acceleration >g9? G 08g oa5 generate5 5ue to acceleration >+g9?

G G G G

28'& m*s2 # x gx <7) x 28'& 1,701 .

ertical Direction( ertical acceleration >gy? G 08&+gy?

G &8'&< m*s2 G # x gy G <7) x &8'&< G 1,)< .

Therefore, consi5er +gy +orce acting on the per support G 1,)< . * ' G '%82< .

:::? oa5 force generate5 @y Com@ine5 #in5loa5 an5 6last loa5( +! G 18&0 .*mm >see page %, #in5 oa5 Calculations? 6last +orce, +6 G 080& .*mm2 x 1000mm G &0 .*mm Com@ine5 #in5 an5 6last, +C G 18&0.*mm N &0 .*mm G &18&0.*mm Calculate ateral force 5ue to com@ine5 #in5 an5 6last loa5s( 4 G &18&0.*mm x 1100mm >Ht of Tank? G &','&0 . +orce acting per support G &','&0. * ' G ),%078<0 .

Since the com@ination of #in5 oa5 an5 6last is greater than the loa5 generate5 @y transportation an5 seismic acceleration, Hol5 5o!n lugs to @e 5esign !ith the greater 3alue8 Check of Hol5 5o!n lugs against tearing8 ),%078<0

@ e"uire unit loa5 G

bnet

G

>100 − 1)?

G 10'87 .*mm

ssume 12 layer +4 @racket @ase8

Design unit loa5 G ucsmmcsmncsm G 228'0 .*mm per kg*m2 08'< kg*m2 !2l ayers

1% of 17


G 1208% .*mm Q 10'87 .*mm, ;P in3e the bearing 3apa3it? of <*@ bra3/et base is greater than the re8uired unit load therefore use of !2mm th/ <*@ bra3/et base is =<>. Check using 1% anchor @olt( 1? Check for Shear Capacity8 nchor @olt >single shear? $  '8% @olts +rom 6S <<0, ta@le <1 Shear capacity, 4 G p s x  s s

4 G 1%0.*mm2 x 1<7 G 2<,120. per @olt G 2<,120. Q ),%078<0 . //// ;P s

Check ;3erturning oment Check for against lift off Tensile strength of anchor @olts @ 4 t G  t t G 1<7 x 12 G &0,1'' .

Tensile force acting on per anchor @olts

 ' M pπ 6i 2  1   − ) +  Nb 6p3 '   A +G  ' × 1)8' x 10 %  1  − %&) N + 0   ' 1,1&0  + G 

&18&0 × 1,100 2

G

A

2

G 1)8'x10% ./mm

Dpc G c/to/c 5istance of opposite HD ugs

G 1%,%02. I 4t G &01''.// ;

17 of 17

Design Calculation-CYL VERTICAL 1.0mDIA X 1.10m St Ht Tank

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