calculation chemical storage (steel)

7/17/2019 Calculation Chemical Storage (Steel)

http://slidepdf.com/reader/full/calculation-chemical-storage-steel 1/38

GASSI TOUIL LNG PROJECT

ARZEW, ALGERIA

JOB. NO. : PD - 07503

DOC. NO. :

DOC. TYPE : CALCULATION

CLIENT :

CALCULATION OF CHEMICAL STORAGE SHELTER FOUNDATION



REV DATE DESCRIPTION Prep' C!e"#' Appr'

$% D&e

C(ie) Approv&(




ARZEW, ALGERIA


P&+e

GENERAL

!.! SCOPE

T!is "&("u(&io) s!ee is purpose o perfor, pre(i,i)&r% "&("u(&io) of A,i)isr&io) $ui(i)+ &)

fou)&io) for &ssi Toui( .N Pro/e"

!." CODES AND STANDARD

121 )ifor, $ui(i)+ Coe3 $C 1447

122 A,eri"&) So"ie% of Civi( E)+i)eers3 ASCE 7 -4

126 A,eri"&) We(i)+ So"ie%

12 A,eri"&) I)siue of See( Co)sru"io)

125 A,eri"&) So"ie% for Tesi)+ &) 8&eri&(s

!.3 REFERENCES

161 4-D-9674 Spe"ifi"&io) for Sru"ur&( Desi+)

162 4-D-9674 Spe"ifi"&io) for Desi+) Re:uir,e)s for Wi) .o&s

166 4-15D-9674 Spe"ifi"&io) for Desi+) Re:uire,e)s for E&r:u&#e .o&s

for .N ;&"i(iies

1 6 C15 1; 9674 ;&<ri"&e Rei)for"i)+ See(




ARZEW, ALGERIA


P&+e

,i) 75 ,,

- Rei)for"e,e) AST8 A9153 f% > 200 #+@",2

!.#.". L+$/( /$%$

E:uip,e) .o&i)+ && s!&(( <e refer o (o&i)+ && i)for,&io) i)i"&e i) Do" No 4-D-9674 for

e:uip,e) ere"io)3 provie <% s&i" +roup

De&3 .ive &) Wi) .o& s!&(( <e refere o pro/e" o"u,e)s ,e)io)e i) se"io) 2

!.#.".! D&$/ L+$/ 1DL2

T&<(e-1

D&$/ L+$/ + M$4+' M$%&'($)

8&eri&( De& .o&

Rei)for"e Co)"ree 2 o)@,6

P(&i) Co)"ree 26 o)@,6

S ( S ( 7 5 @ 6

T!e De& .o& is !e (o& of !e sru"ure ise(f "&("u(&e <% STAAD-PROB &) soi( &<ove fooi)+s for fou)&io)B <u e"(ues e:uip,e)3,&"!i)er%3 &) pipi)+ (o&s T!is sru"ure is )o fire-proofe &s per;ire Proofi)+ o)e i)fo fro, ?SE +roupB T!




ARZEW, ALGERIA


P&+e

4otal DL from roof5 0 area # 3 ,gm

b. Siding Load

Space of purlin # 1$ m

- %urlin L&-1$''$$3 * # +'1 ,gm

&olumn space # . m

6igh of wall # + m /o of purlin # +

0 1 # 3 ,gm

- Sagrod 2 1$ mm # ,gm 7 Spasi Sagrod # + m

0 $ # 1. ,gm

th, # ' mm

0 3 # 31+ ,gm

4otal DL from siding5 0 area # 8$3 ,gm

1.4.2.2. Live Load LL

9i i f li l d $ psf (;<& 18 4 bl 1 &)

- Metal sheet siding




ARZEW, ALGERIA


P&+e

(from table ' of @S&A 8-. for eposure &)

(from e0 -1 of @S&A 8-.)

(from table of @S&A 8-. for buildings5 ie main wind

force resisting system)

4able of :elocity pressure at Y height abo:e ground6eight

(m)

J + .' 1 11' .' 1. ''+' ''+ 13$

+ J 1 1 11' .' 1. '.8$.3 '. 1$

1 J 8 + 1 11' .' 1. 133.' $'$ 1$8

8 J 1 . 1 11' .' 1. 3+. '1.8 1$

1 J 1$$ 1+ 1 11' .' 1. 8.3. 18. 1$3

1$$ J 1'$ 1 1 11' .' 1. 811$' 8$'+ 1$11'$ J 1. 113 1 11' .' 1. 83838 8'1' 1$

1. J $13 118 1 11' .' 1. 83+. 88.$ 11

$13 J $++ 1$1 1 11' .' 1. 8.'8 .+. 11.

0 # 0I for windward walls e:aluated at height I abo:e the ground

0 # 0h for leeward walls5 side walls5 G roofs5 e:aluated at height h

I # :e oc ty pressure eposure coe c ent

It # t e topograp c actor

d # w n rect ona ty actor

H I

H It

H d C$ 0

I5 0

h *I5 *

h(ms)$ (/m$) (,gm$)




ARZEW, ALGERIA


P&+e

. # wall pressure coefficient for windward

-' # wall pressure coefficient for leeward

-8 # wall pressure coefficient for sidewall

?indward Leeward

hL1 1' $ $' 3 3' +' F# 1 1' F#$

K# $' -8-' -3 -$ -$

+ -3 -' - /ormal $ 3 3 +

to ridge for ' - -8

+ -3 -$ -$-' -' -

$ $ 3 +

F# 1 -1 -8-' -3 -$

-8 - -$ $ 3

K# '

6oriI distance from

&p /ormal windward edge

to ridge for to h$ -

h$ to h -

and h to $h -' which it is applicable as follows

& p5ww

#

& p5lw

#

& p5sw

#

4able of !oof %ressure &oefficient5 & p for ;se with 0

h

?indDirection

@ngle θ (o) @ngle θ (o)

M

1θM

M

1θθ F# 1o M

-13MMM

1θM

M Calue is pro:ided for interpolation purposes

θ K 1o MM Calue can be reduced linearly with area o:er




ARZEW, ALGERIA


P&+e

4otal wind pressure acting on gable hip roof is B

L # distance between purlin$. ind $cting Roof in %-Direction

Eor h # + m5 so that B ''

13$

&'ra#e Line 2 L1 # . m*Windward

UNI Y -0.776 # 88 tonm*Leeward

UNI Y 0.418 # -+1. tonm

&'ra#e Line 1 * L$ # + m*Windward

UNI Y -0.388 # 3.. tonm*Leeward

UNI Y 0.209 # -$ tonm

+. ind $cting all in %-Direction

- $cting on Siding

L # distance between columns

0h # ,gm$

*h #




ARZEW, ALGERIA


P&+e

*Windward

UNI GZ 0.239 # $3 tonm*Leeward

UNI GZ 0.149 # -1+ tonm*Side wall

UNI GX 0.104 # -1' tonm

&'ra#e Line $ (ide) L$ # $ m*Windward

UNI GZ 0.119 # 11 tonm*Leeward

UNI GZ -0.07 # -8' tonm*Side wall

UNI GX 0.02 # -'$ tonm

!.#.".# C+&% + C$))$%(+

& T!e "&("u(&io) wi(( <e esi+)e &s sru"ur&( sp&"e <&se o) &ssu,pio) G

Tr&)svers&( ire"io) &+&i) fr&,e wi! ,o,e) "o))e"io)

. i i ( i i i f i! i i




ARZEW, ALGERIA


P&+e



21 of 6


ARZEW, ALGERIA


P&+e

/ SR3 R$,356

/.1 Su77ort Reaction to Loading ,o#bination for 'oundation Stabilit8

3able Su77ort 'orce Reaction to Loading ,o#bination for 'oundation Stabilit8

Support !eaction

Noint L& EO EY EP 9O 9Y 9P

(4=/) (4=/) (4=/) (4m) (4m) (4m)

1 1$1 8 ++

1$$ 8 1'3

1$3 -$+ $8' $

1$+ 13 1'1 -$

1$' -' 13+

1$ 111

1$8 -8 3$$

1$. 8 ++

1$ .1 '8

13 8 ++

131 -31 + $

13$ 3 38' -$

133 3$+ - -$

13+ - . +8. $



22 of 6


ARZEW, ALGERIA


P&+e

131 -$1$ $81 $

13$ -3 38' -$

133 1 $8 -$

13+ . +8. $

13' -8 1'3

. 1$1 -1 +1

1$$ -1 $3$

1$3 -1$+ +38$ $$

1$+ -1$ $'3 -++

1$' -.8 $1'

1$ - $11

1$8 -8 +'

1$. -1 +1

1$ 88 3+

13 -1 +1

131 -11' $1+1 $$

13$ -$ 3.$ -++ 133 113 -13+ -$$

13+ 1 3. ++

13' -1 $3$

1 1$1 1 +1



26 of 6


ARZEW, ALGERIA


P&+e

13$ .1 $13

133 1'8$ -118

13+ 8. $33

13' +$1 ..

1+ 1$1 -8.3 $33

1$$ -+$1 ..

1$3 -313 $1

1$+ -+8$8 ..

1$' -+' .'3

1$ -+1' .8$ 1

1$8 -113 $'

1$. -8.3 $33 1

1$ -383 $11$

13 -8.3 $33 -1

131 -$+8' 18

13$ -.1 $13

133 . $..3 13+ -8. $33

13' -+$1 ..

1 1$1 83 $3' $'$

1$$ + 31 1 111 $



2 of 6


ARZEW, ALGERIA


P&+e

13$ -8.$ 13 -11

133 . 31$3 1+

13+ -8$' 3. 3

13' -+31 1111 $

$1 1$1 .3 $$

1$$ ++1 131

1$3 3.'$ 13888

1$+ +8+8 1+1$ -8''

1$' 38' 8

1$ +$1' 313 -1$.

1$8 3+. $.

1$. .3 $$ -1$.

1$ 1$' 3183

13 .3 $$ 1$.

131 1+ 31'

13$ .$ $'8 -8''

133 1'$ -+'8 13+ 8 $. 8''

13' ++1 13$

$+ 1$1 -.3 $$

1$$ + +1 1 31



25 of 6


ARZEW, ALGERIA


P&+e

13$ .'8 $8.+ -'+

133 1'.1 -$8 -1$

13+ '1 $$$$ 11'

13' +31 1111 -$

$ 1$1 -83 $3' -$'$

1$$ -+31 1111 -$

1$3 -3$3 $3 -31.

1$+ -+88+ 1'$+ -$8

1$' -+'+ $88 -$

1$ -+$+. 81. -.$

1$8 -1$+3 $..1 -$'3

1$. -.38 33$$ -..'

1$ -3++ $3. -$'1

13 -8' 1+ 3.$

131 -$+.' $1+8 -31

13$ -.'8 $8.+ -'+

133 . 31$3 -1+ 13+ -'1 $$$$ 11'

13' -+31 1111 -$

31 1$1 8.3 $33

1$$ + $1 ..



29 of 6


ARZEW, ALGERIA


P&+e

13$ -.1 $13

133 . $..3

13+ -8. $33

13' -+$1 ..

38 1$1 8 ++

1$$ 8 1'3

1$3 -$+ $8' -$

1$+ 13 1'1 -1+

1$' -' 13+

1$ 111

1$8 -8 3$$

1$. 8 ++

1$ .1 '8

13 8 ++

131 -31 + -$

13$ 3 38' -1+

133 3$+ - $ 13+ -. +8. 1+

13' 8 1'3

3 1$1 '.

1$$ $ '



27 of 6


ARZEW, ALGERIA


P&+e

13$ -3 38' -1+

133 1 $8 $

13+ . +8. 1+

13' -8 1'3

+3 1$1 -1 +1

1$$ -1 $3$

1$3 -1$+ +38$ -$$

1$+ -1$ $'3 -33

1$' -.8 $1'

1$ - $11

1$8 -8 +'

1$. -1 +1

1$ 88 3+

13 -1 +1

131 -11' $1+1 -$$

13$ -$ 3.$ -33

133 113 -13+ $$ 13+ 1 3. 33

13' -1 $3$

+' 1$1 1 +1

1$$ 1 $ 3$



2 of 6


ARZEW, ALGERIA


P&+e

S4 ;< 1O3'O1+ 11 18.+

4 ;&3 'O3'O8 +'$' $1.

S4 Dia 1 mm +' $1$1

33$L 21.1:



24 of 6


ARZEW, ALGERIA


P&+e

4 DS5;6 ,,R3 S3R,3R

4.1 D'L,356 ,<,9

&alculation of deflection is based on S4@@D 3 output and actual deflection is obtained from B

for beam B D # ma displ (cm) or

D # Y-trans

for column B D # ma displ (cm) or

D # Q(O-trans)R$ (P-trans)R$TR'

4.1.1 ,hec! ,olu#n Deflection

Noint displacement maimum5 (See @ttach- $)

N=/4 L=@D6 O-4rans Y-4rans P-4rans *lobal

(cm) (cm) (cm) (cm) U (cm)

8 13+ + 3 -1 -8 8

U allow # 6 $ # $ cm ! * o a



CONCRETE FOUNDATION DESIGN CHEMICAL STORAGE SHELTER 1STEEL2

Foundation Design F1

f-pB@2 H!f

$f > 25 , 0 200 O=

.f > 25 , Foundation Weight Resistant Moment 100 200 O=

$p > 075 , 750 o)

.p > 05 , 01 o)

$O; E( > 1 , 44 o) ".>0

?f > 05 , !7.30 %+ ".>0

?s > 04 ,?p > 04 ,

Soil Pressure Check

o <e "!e"#e &+&i)s G

A((ow Soi( $e&ri)+ C&p&"i% > 17

A((ow Soi( $e&ri)+ C&p&"i% > 2297

;' > ;

Wf+

> > 1@9 $

f .

f 2

Wpe

> > 1@9 .

f $

f 2

Wsoi(

> Z?@ *3

W/

@ ZZ @ *3

SJ > ;' @ $f .

f B J 8' @

J 8' @

S- > ;' @ $f .

f B J 8' @

J 8' @

@,2 per,&)e) (o& "o)iio)B

wi! ;' > ; J Wf) @,2 e,por&r% (o& "o)iio)B

.f

$f

$p

.p

?f

?s

200

$O; E(

?p

Z

<



;' > ;

Foundation Stability Check

15

15 Ere"io)B

> 1 Oper&i)+FTesB

15 Ere"io)B

> 1 Oper&i)+FTesB

JOINT LOAD

SUPPORT REACTION FROM STAAD PRO 1MTON2 FORCES AT BOTTOM OF FOOTING 1MTON2

F< FY FZ M< MY MZ F< FY FZ M< MZ

19 121 0746 2965 025 0 0 0 0746 1446 025 00 127 66 255 11476

122 961 10111 029 0 0 0 961 271 029 02 71 764 16 24572

126 66 1697 062 0 0 0 66 6047 062 051 915 751 20 0159

12 7 497 -012 0 0 0 7 294 016 020 752 72 165 29

125 6759 79 025 0 0 0 6759 290 029 01 901 99 171 6925

129 192 65 -0675 0 0 0 192 259 06 090 999 94 162 60927

127 06 264 0251 0 0 0 06 1494 025 00 055 652 27 261195

12 075 144 -062 0 0 0 075 1425 06 091 120 67 26 1161124 126 21 0256 0 0 0 126 201 025 00 144 15 261 74529

160 067 6622 05 0 0 0 067 2092 04 12 16 69 22 926

161 0005 914 0612 0 0 0 0005 2650 061 050 001 645 659 679502

162 072 1464 -0191 0 0 0 072 142 019 029 125 699 250 12077

166 151 -0427 0142 0 0 0 151 1967 014 061 256 671 156 51644

16 0725 609 0964 0 0 0 0725 2067 09 102 119 10 22 105676

165 961 10111 029 0 0 0 961 271 029 02 71 764 16 24572

14 121 -0746 2965 0252 0 0 0 0746 1446 025 00 127 66 255 11476

122 -961 10111 029 0 0 0 961 271 029 02 71 764 16 24572

126 -9626 4926 061 0 0 0 9626 2942 062 051 1012 64 026 212914

12 -7 497 -012 0 0 0 7 294 016 020 752 72 165 29

125 -95 4277 029 0 0 0 95 295 029 02 75 727 126 25071

129 192 65 0 675 0 0 0 192 25 9 0 6 0 90 9 99 9 4 1 62 6 0927

S;s(

> 05;'@;'2J;'2B05 --L 8i)i,u, v&(ue of S;s(ii)+

>

S;OT

- > 05.f ;' @ M $O;J02B ;' --L 8i)i,u, v&(ue of S;

overur)i)+ >

S;OT

- > 05$f ;' @ M $O;J02B ;' --L 8i)i,u, v&(ue of S;

overur)i)+ >

S+() P'&. 1%*"2

SF)/S S-



12 -075 144 -062 0 0 0 075 1425 06 091 120 67 26

124 -06 264 0251 0 0 0 06 1494 025 00 055 652 27

160 -067 6622 05 0 0 0 067 2092 04 12 16 69 22

161 -25 217 061 0 0 0 25 145 061 050 64 6 164

162 -072 1464 -0191 0 0 0 072 142 019 029 125 699 250

166 044 6126 014 0 0 0 044 202 014 061 1 64 290

16 -0725 609 0964 0 0 0 0725 2067 09 102 119 10 22

165 -961 10111 029 0 0 0 961 271 029 02 71 764 16

21 121 006 2424 0 0 0 0 006 2026 000 000 12 676 27

122 91 10641 0 0 0 0 91 2794 000 000 76 72 15

126 652 16777 0 0 0 0 652 610 000 000 919 76 291

12 77 1012 -0755 0 0 0 77 2771 079 121 790 71 105

125 6754 407 0 0 0 0 6754 2967 000 000 901 956 141

129 215 4616 -129 0 0 0 215 2991 127 206 97 796 04

127 06 299 0 0 0 0 06 144 000 000 059 61 24

12 006 2424 -129 0 0 0 006 2026 127 206 12 51 149

124 1254 6176 0 0 0 0 1254 207 000 000 201 05 250

160 006 2424 129 0 0 0 006 2026 127 206 12 51 149

161 001 9615 0 0 0 0 001 2691 000 000 002 674 677

162 024 2957 -0755 0 0 0 024 1449 079 121 166 17 222166 1542 -057 0 0 0 0 1542 19 000 000 255 697 172

16 0947 240 0755 0 0 0 0947 2021 079 121 112 16 26

165 91 10642 0 0 0 0 91 2794 000 000 76 72 15

2 121 -006 2424 0 0 0 0 006 2026 000 000 12 676 27

122 -91 10641 0 0 0 0 91 2794 000 000 76 72 15

126 -9662 4727 0 0 0 0 9662 2706 000 000 1016 21 06

12 -77 1012 -0755 0 0 0 77 2771 079 121 790 71 105

125 -97 4557 0 0 0 0 97 299 000 000 77 717 16

129 -215 4616 -129 0 0 0 215 2991 127 206 97 796 04

127 -1254 6176 0 0 0 0 1254 207 000 000 201 05 250

12 -006 2424 -129 0 0 0 006 2026 127 206 12 51 149

124 -06 299 0 0 0 0 06 144 000 000 059 61 24



166 0 654 0 0 0 0 0 204 000 000 12 64 20

16 -0947 240 0755 0 0 0 0947 2021 079 121 112 16 26

165 -91 10642 0 0 0 0 91 2794 000 000 76 72 15

29 121 0746 2965 -0252 0 0 0 0746 1446 025 00 127 66 255

122 961 10111 -029 0 0 0 961 271 029 02 71 764 16

126 66 1697 -062 0 0 0 66 6047 062 051 915 751 20

12 77 1052 -0927 0 0 0 77 272 096 100 79 777 116

125 6759 79 -025 0 0 0 6759 290 029 01 901 99 171

129 2 471 -042 0 0 0 2 2702 04 16 90 7 119

127 06 264 -025 0 0 0 06 1494 025 00 055 652 27

12 067 6622 -05 0 0 0 067 2092 04 12 16 69 22

124 126 21 -0256 0 0 0 126 201 025 00 144 15 261

160 075 144 062 0 0 0 075 1425 06 091 120 67 26

161 0005 914 -0612 0 0 0 0005 2650 061 050 001 645 659

162 057 27 -054 0 0 0 057 200 054 045 167 10 262

166 151 -0427 -0142 0 0 0 151 1967 014 061 256 671 156

16 0951 2222 0115 0 0 0 0951 1452 012 01 10 654 295

165 961 10111 -029 0 0 0 961 271 029 02 71 764 16



CONCRETE FOUNDATION DESIGN CHEMICAL STORAGE SHELTER 1STEEL2

Foundation Design F2.

f-pB@2 H!f

$f > 12 , 00 200 O=

.f > 12 , Foundation Weight Resistant Moment 00 200 O=

$p > 0 , 176 o)

.p > 0 , 065 o)

$O; E( > 1 , 149 o) 0."

?f > 05 , #.03 %+ 0."

?s > 04 ,?p > 04 ,

Soil Pressure Check

o <e "!e"#e &+&i)s G

A((ow Soi( $e&ri)+ C&p&"i% > 17

A((ow Soi( $e&ri)+ C&p&"i% > 2297

;' > ;

Wf+

> > 1@9 $

f .

f 2

Wpe

> > 1@9 .

f $

f 2

Wsoi(

> Z?@ *3

W/

@ ZZ @ *3

SJ > ;' @ $f .

f B J 8' @

J 8' @

S- > ;' @ $f .

f B J 8' @

J 8' @

@,2 per,&)e) (o& "o)iio)B

wi! ;' > ; J Wf) @,2 e,por&r% (o& "o)iio)B

.f

$f

$p

.p

?f

?s

200

$O; E(

?p

Z

<



;' > ;

Foundation Stability Check

15

15 Ere"io)B

> 1 Oper&i)+FTesB

15 Ere"io)B

> 1 Oper&i)+FTesB

JOINT LOAD

SUPPORT REACTION FROM STAAD PRO 1MTON2 FORCES AT BOTTOM OF FOOTING 1MTON2

F< FY FZ M< MY MZ F< FY FZ M< MZ1 121 0007 04 000 0 0 0 0007 000 000 001 615 607 620071

122 0079 156 0 0 0 0 0079 559 000 000 012 2 6 695421

126 -02 2075 02 0 0 0 02 911 020 062 06 994 10 47702

12 0196 1501 -02 0 0 0 0196 556 020 062 029 59 16 107225

125 -0005 106 0 0 0 0 0005 507 000 000 001 655 64 5099

129 0094 1191 0 0 0 0 0094 514 000 000 011 644 622 67960

127 -0097 0622 0 0 0 0 0097 65 000 000 011 60 295 62425

12 0007 04 0 0 0 0 0007 000 000 001 615 607 620071

124 001 0579 0 0 0 0 001 91 000 000 016 695 275 2

160 0007 04 0 0 0 0 0007 000 000 001 615 607 620071

161 -061 044 02 0 0 0 061 506 020 062 050 962 099 9112

162 0046 0675 -02 0 0 0 0046 1 020 062 015 94 16 44402

166 062 -0049 -02 0 0 0 062 64 020 062 052 59 -01 51995

16 -00 07 02 0 0 0 00 51 020 062 016 94 15 1099

165 0079 156 0 0 0 0 0079 559 000 000 012 2 6 695421

6 121 0 05 0 0 0 0 0 91 000 000 000 620 620 DIV@0Q

122 0 2954 0 0 0 0 0 994 000 000 000 95 95 DIV@0Q126 -0161 2445 0256 0 0 0 0161 706 025 00 021 701 275 126622

12 0 2975 -0505 0 0 0 0 971 051 01 000 79 15 99054

125 -005 216 0 0 0 0 005 919 000 000 004 90 649 561207

129 0 2 16 -0 006 0 0 0 0 9 19 0 00 0 00 0 00 60 29 1027

S;s(

> 05;'@;'2J;'2B05 --L 8i)i,u, v&(ue of S;s(ii)+

>

S;OT

- > 05.f ;' @ M $O;J02B ;' --L 8i)i,u, v&(ue of S;

overur)i)+ >

S;OT

- > 05$f ;' @ M $O;J02B ;' --L 8i)i,u, v&(ue of S;

overur)i)+ >

S+() P'&. 1%*"2SF

)/S S-



12 0 05 -0006 0 0 0 0 91 000 000 000 622 614

124 005 05 0 0 0 0 005 91 000 000 004 656 2

160 0 05 0006 0 0 0 0 91 000 000 000 622 614

161 -0161 0417 0256 0 0 0 0161 45 025 00 021 557 160

162 0 056 -0505 0 0 0 0 57 051 01 000 54 067

166 0161 02 -0256 0 0 0 0161 2 025 00 021 510 0

16 0 0595 0505 0 0 0 0 90 051 01 000 900 064

165 0 2954 0 0 0 0 0 994 000 000 000 95 95

5 121 -0007 04 0 0 0 0 0007 000 000 001 615 607

122 -0079 156 0 0 0 0 0079 559 000 000 012 2 6

126 -022 1652 02 0 0 0 022 56 020 062 05 92 109

12 -0196 1501 -02 0 0 0 0196 556 020 062 029 59 16

125 -012 12 0 0 0 0 012 562 000 000 026 241

129 -0094 1191 0 0 0 0 0094 514 000 000 011 644 622

127 -001 0579 0 0 0 0 001 91 000 000 016 695 275

12 -0007 04 0 0 0 0 0007 000 000 001 615 607

124 0097 0622 0 0 0 0 0097 65 000 000 011 60 295

160 -0007 04 0 0 0 0 0007 000 000 001 615 607

161 -0212 0271 02 0 0 0 0212 60 020 062 06 52 070

162 -0046 0675 -02 0 0 0 0046 1 020 062 015 94 16166 0144 0927 -02 0 0 0 0144 99 020 062 062 55 102

16 00 07 02 0 0 0 00 51 020 062 016 94 15

165 -0079 156 0 0 0 0 0079 559 000 000 012 2 6

121 -0001 001 0 0 0 0 0001 6 000 000 000 60 607

122 -001 2962 0 0 0 0 001 999 000 000 002 9 57

126 -012 672 022 0 0 0 012 0 022 065 020 775 646

12 -0012 2956 -0 0 0 0 0012 994 0 070 002 715 216

125 -007 2195 0 0 0 0 007 920 000 000 01 74 62

129 -0004 211 0 0 0 0 0004 91 000 000 001 62 22

127 -0074 059 0 0 0 0 0074 4 000 000 016 659 29

12 -0001 001 0 0 0 0 0001 6 000 000 000 60 607

124 0077 069 0 0 0 0 0077 6 000 000 012 67 291



166 0116 -16 -022 0 0 0 0116 294 022 065 01 672 002

16 0001 06 0 0 0 0 0001 1 0 070 000 551 091

165 -001 2962 0 0 0 0 001 999 000 000 002 9 57

10 121 0001 001 0 0 0 0 0001 6 000 000 000 60 607

122 001 2962 0 0 0 0 001 999 000 000 002 9 57

126 -0102 1927 022 0 0 0 0102 599 022 065 019 572 21

12 0012 2956 -0 0 0 0 0012 994 0 070 002 715 216

125 -0094 2055 0 0 0 0 0094 904 000 000 011 91 6

129 0004 211 0 0 0 0 0004 91 000 000 001 62 22

127 -0077 069 000 0 0 0 0077 6 000 000 012 67 291

12 0001 001 0 0 0 0 0001 6 000 000 000 60 607

124 0074 059 0 0 0 0 0074 4 000 000 016 659 29

160 0001 001 0 0 0 0 0001 6 000 000 000 60 607

161 -0112 -090 022 0 0 0 0112 66 022 065 01 26 05

162 0002 062 -0 0 0 0 0002 1 0 070 000 552 091

166 011 105 -022 0 0 0 011 5 022 065 01 596 142

16 -0001 06 0 0 0 0 0001 1 0 070 000 551 091

165 001 2962 0 0 0 0 001 999 000 000 002 9 57



2447766(s

RCTR!" ST##"

See( Profi(e

C 2062069 9 10077

"!.0> !0.0 ".! $ 9106051 1 179

C6 0560547 47 21

Di& 14 ,, 226 20121 26162

C$%CR#T# F$%D!T&$% F1 ;1

I T E M UNIT NOS QUANTiTY;+)*& 1*2

$f > 25 ,

1. Excavation 10 121.95 121.95 .f > 25 ,

2. Back Fill 10 93.32 93.32 $p > 0 ,

3. Lean concrete 10 3.38 3.38 .p > 05 ,

4. Concrete 10 27.88 27.88 $O; E( > 1 ,

7. Reinforcing bar ton 10 2.79 2.79 ?f > 05 ,

?s > 07 ,

?p > 04 ,

C$%CR#T# F$%D!T&$% F2 ;1

I T E M UNIT NOS QUANTiTY+)*& 1*2

$f > 12 ,

MATERIAL TA=E OFF STEEL FOUNDATION DESIGNCHEMICAL STORAGE SHELTER

)iWei+!#+@,B

Wei+!8o)B

.i+! See( o)B - 0o 66 K+@,

8eiu, See( o)B -66 o 90 K+@,

?e&v% See( o)B -L90 K+@,

M3

M3

M3

M3



2447766(s

1. Excavation 10 37.12 37.12 .f > 12 ,

2. Back Fill 10 31.04 31.04 $p > 0 ,

3. Lean concrete 10 0.85 0.85 .p > 0 ,

4. Concrete 10 5.76 5.76 0579 $O; E( > 1 ,

7. Reinforcing bar ton 10 0.58 0.58 ?f > 05 ,?s > 07 ,

?p > 04 ,

M3

M3

M3

M3



$33$,<>63-1 S3$$D R 563

S3$$D S$, ,<>5,<$L S3R$; S<L3R S3R,3RS4@!4 N=< /E=!9@4=/A/*/AA! D@4A $1-Sep-8A/D N=< /E=!9@4=/

/%;4 ?D46 8;/4 9A4A! 94=/N=/4 &==!D/@4AS1 7 $ + 7 3 8' 7 + 8' +. 7 ' 1' 7 1' + 78 38' ++ 7 . 38' 7 11$' ++ 7 1 11$' 7 11 .7 1$ + .713 8' +. .7 1+ 1' .7 1' 1' + .7 1 17 18 + 17 1. 8' +. 171 1' 17 $ 1' + 17 $1 $+7 $$ + $+7 $3 8' +. $+7 $+ 1' $+7$' 1' + $+7 $ 3$7 $8 + 3$7 $. 8' +. 3$7 $ 1' 3$7 3 1' + 3$731 +7 3$ + +7 33 8' +. +7 3+ 1' +7 3' 1' + +7 3 + +.738 +.7 3. 8' +. +.7 3 8' +.7 + 1' + +.7 +1 1' +.7+$ 38' ++ +.7 +3 38' +.7 ++ 11$' ++ +.7 +' 11$' +.7 + + $7+8 1' + $7 +. + $.7 + 1' + $.7

9A9<A! /&DA/&AS1 $ 17 $ + 37 3 '7 + 8 .7 ' 17 $ 87 8 8 +7 . + 7 7 1 11 1$711 1$ 137 1$ 13 1'7 13 1' 1+7 1+ $ 1$7 1' + 137 1 1'7 18 1 187 1. 18 1.71 1. $7 $ $ 17 $1 $1 $$7 $$ $$ $37 $3 $3 $'7 $+ $' $+7 $' $ $87 $ $8 $.7$8 $. 37 $. 3 $7 $ 31 3$7 3 3$ 337 31 33 3'7 3$ 3' 3+7 33 3 387 3+ 3. 373' + +17 3 +$ +37 38 ++ +'7 3. 3 +$7 3 +$ 3.7 + 3. ++7 +1 ++ +7 +$ 1$ 187+3 18 +7 ++ $$ +.7 +' $8 3$7 + 3$ 37 +8 13 1.7 +. 1. $37 + $3 $.7 ' $. 337'1 33 3.7 '$ 1' $7 '3 $ +87 '+ $' +7 '' 3 3'7 ' 3' +7 1 18 $37 $ $$ 1.73 $$ $.7 + $8 $37 83 1. $'7 8+ $3 $7 8' $3 37 8 $. $'7 .1 + $$7 .$ +8 $'7.3 +. $87 .+ + 37 .' 1 +7 . + $17 .8 1 +87 .. +8 $+7 . $+ +7 + $71 $1 +.7 $ +. $7DAE/A 9@4A!@L S4@!4S=4!=%& S4AALA $+$e8%=SS=/ 3DA/S4Y 8.33+1@L%6@ 1$e-'D@9% 3A/D DAE/A 9@4A!@L&=/S4@/4S9@4A!@L S4AAL 9A9< 1 4= ' 1 4= + 83 4= 8 .1 4= $S4@!4 *!=;% DAE/4=/9A9<A!

W&=L;9/1 1 3 1 13 18 $ $1 $+ $' $. $ 3$ 33 3' W<A@91 1+ 1 +$ 4= + '$ 4= ' .1 4= .+ W<A@9$ 1' +8 4= '1 W!@E4A!1 11 1$ 1. 1 $$ $3 $ $8 3 31 W!@E4A!$ 4= 3. 4= +1

<!@&A1 1 4= + 83 4= 8



$33$,<>63-1 S3$$D R 563

MMMMMMMMMMMMMMMMMM;<& L=@D P 1MMMMMMMMMMMMMMMMMML=@D 3 DA@D L=@D (DL)

MMMMMMMMMMMMMMMMMMSALE?A*64 Y -1MMMMMMMMMMMMMMMMMMMML=@D + LCA L=@D (LL)MMMMMMMMMMMMMMMMMMSALE?A*64 Y -19A9<A! L=@D11 1$ 1. 1 $$ $3 $ $8 3 31 ;/ *Y -. 4= 3. 4= +1 ;/ *Y -+MMMMMMMMMMMMMMMMMMMML=@D ' !==E LCA L=@D (L!)MMMMMMMMMMMMMMMMMM

9A9<A! L=@D11 1$ 1. 1 $$ $3 $ $8 3 31 ;/ *Y -1 4= 3. 4= +1 ;/ *Y -'1 4= ' 1 13 18 $ $1 $+ $' $. $ 3$ 4= 38 ;/ *Y -8MMMMMMMMMMMMMMMMMMMML=@D ?/D L=@D O D! (?O)MMMMMMMMMMMMMMMMMMSALE?A*64 Y -19A9<A! L=@D11 1. $$ $ 3 ;/ *Y -881$ 1 $3 $8 31 ;/ *Y + 8 3. 3 ;/ *Y -3.. + +1 ;/ *Y $1 18 $1 $' $ ;/ *O +81 33 ;/ *O 1'13 $ $+ $. 3$ ;/ *O 1'3 3' ;/ *O 833 4= 38 ;/ *P 11 4= ' ;/ *P -1MMMMMMMMMMMMMMMMMMMML=@D 8 ?/D L=@D P D! (?P)MMMMMMMMMMMMMMMMMMSALE?A*64 Y -1

9A9<A! L=@D$ + ' ;/ *P $1 3 ;/ *P 13+ 3 38 ;/ *P 1'33 3' ;/ *P 83 13 $ $+ $. 3$ 3' ;/ *O '



$33$,<>63-1 S3$$D R 563

L=@D &=9< 33 DL1?O3 1L=@D &=9< 3+ DL1?P3 8 1

L=@D &=9< 3' DL-1?O3 -1L=@D &=9< 3 DL-1?P3 8 -1L=@D &=9< 38 DLLLL!<L3 1 + 1 ' 1 . 1MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMML=@D &=9< E=! DAELA&4=/ / &=//A&4=/MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMML=@D &=9< 1$1 DL3 1

L=@D &=9< 1$$ DLLLL! 3 1 + 1 ' 1L=@D &=9< 1$3 DLLLL!?O3 1 + 1 ' 1 1L=@D &=9< 1$+ DLLLL!?P3 1 + 1 ' 1 8 1MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMME=! &=9</@4=/ ?46 SAS9& L=@D ;<&8 ?LL <A ;SADMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMML=@D &=9< 1$' DLSOLL3 1 1 1 + 1L=@D &=9< 1$ DLSPLL3 1 $ 1 + 1L=@D &=9< 1$8 DL1SO3 1 1 1L=@D &=9< 1$. DL1SP3 1 $ 1L=@D &=9< 1$ DL-1SO3 1 1 -1L=@D &=9< 13 1DL-1SP3 1 $ -1L=@D &=9< 131 DL1?O3 1 1

L=@D &=9< 13$ DL1?P3 8 1L=@D &=9< 133 DL-1?O3 1 -1L=@D &=9< 13+ DL-1?P3 1 8 -1



$ of 3 $33$,<>63-2 ,L>6 $6D +$> D'L,356

1. ,hec! ,olu#n Deflection

&olumn 6eight (6) # + cm

@llowable Deflection # 6$ # $ cm # $ mm

<ori?ontal @ertical <ori?ontal Reultant Rotational 6ode L", % ## A ## ## ## r% rad rA rad r rad

9a O $' 1$3 DLL +' -.8 +'

9in O $ 133 DL-1 -+$'+ + +$'+ -1 -$ 1

9a Y 8 133 DL-1 -+$' '$ 3'13 ''1'

9in Y 8 1$3 DLL +$'1 -1+. -3'1 ''1

9a P 8 13$ DL -+ -1 8' 8'

9in P 8 13+ DL-1 3 -1 -8 8

9a rO + 13+ DL-1 -1. -188 188 3 9in rO + 1$+ DLL -+ 18+ 18. -3

9a rY $ 13+ DL-1 8 -13 -. 1 3

9in rY 13+ DL-1 -8 -13 -. 1 -3

9a rP 3 1$+ DLL $ -+ + $ 1

9in rP $$ 1$3 DLL $'$. -1$. $'31 -$

9a !st * 13+ DL-1 3 -1 -8 *.:

2. ,hec! +ea# Deflection

&L6;53D56$L +$>



3 of 3 $33$,<>63-2 ,L>6 $6D +$> D'L,356

84 0.05427 160.00 129 7369

************ END OF SECT DISPL RESULTS ***********

228. **RAFTER

229. PRINT SECTION MAX DISPL NSECT 5 LIST 11 12 18 19 22 23 26 27 30 31

CHEMICHAL STORAGE SHELTER STRUCTURE -- PAGE NO. 13

&3R$6S@RS$L +$>

<eam Length (L) # . cm

@llowable Deflection # L$+ # 333 cm

MAX MEMBER SECTION DISPLACEMENTS

-------------------------------- UNIT= INCH FOR FPS AND CM FOR METRIC/SI SYSTEM

MEMBER MAX DISP LOCATION LOAD L/DISPL

11 0.30226 479.41 123 2643

12 0.14625 479.41 133 5463

18 0.30251 479.41 123 2641

19 0.14631 479.41 133 5461 22 0.30271 479.41 123 2639

23 0.14638 479.41 133 5458

26 0.30251 479.41 123 2641



134 0 0.565 0.505 0 0 0

135 0 2.659 0 0 0 0

5 121 -0.007 0.449 0 0 0 0

122 -0.076 1.53 0 0 0 0

123 -0.282 1.352 0.2 0 0 0

124 -0.163 1.501 -0.2 0 0 0

125 -0.142 1.288 0 0 0 0

126 -0.069 1.161 0 0 0 0

127 -0.081 0.576 0 0 0 0

128 -0.007 0.449 0 0 0 0

129 0.067 0.322 0 0 0 0

130 -0.007 0.449 0 0 0 0

131 -0.212 0.271 0.2 0 0 0

132 -0.093 0.375 -0.2 0 0 0

133 0.199 0.627 -0.2 0 0 0

134 0.08 0.478 0.2 0 0 0

135 -0.076 1.53 0 0 0 0

8 121 -0.001 0.401 0 0 0 0

122 -0.01 2.632 0 0 0 0

123 -0.124 4.372 0.22 0 0 0

124 -0.012 2.653 -0.44 0 0 0

125 -0.087 2.165 0 0 0 0

126 -0.009 2.11 0 0 0 0

127 -0.079 0.456 0 0 0 0

128 -0.001 0.401 0 0 0 0

129 0.077 0.346 0 0 0 0

130 -0.001 0.401 0 0 0 0131 -0.115 2.141 0.22 0 0 0

132 -0.002 0.382 -0.44 0 0 0

133 0.113 -1.34 -0.22 0 0 0

134 0.001 0.38 0.44 0 0 0

135 -0.01 2.632 0 0 0 0

10 121 0.001 0.401 0 0 0 0

122 0.01 2.632 0 0 0 0

123 -0.102 1.627 0.22 0 0 0

calculation chemical storage (steel)

Documents