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Calculation of wind loads as per IS:875 for STACK

 

Wind Speed m/s= 47.00

Design wind speed Vz= Vb*k1*k2*k3

 

Risk coefficien k1= 0.!0

"opog#$p%& f$co# k3= 1.00

Abdtract of Wind loads

Wind Speed

10.00 1.03 43.'7 1138.5

1'.00 1.07 4'.2( 1!!.13

20.00 1.10 4(.'3 1!."!

30.00 1.13 47.)0 137".85'0.00 1.1) 4!.!1 1##.8#

100.00 1.24 '2.4' 1$5".73

** 2 V$+,es $#e conside#ed fo# "e##$in c$ogo#& 1 -+$ss S"R-"RS

eig% of %es#,c,#e in

V$+,e of k2**Wind #ess,#es

in /2

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DS56 -8-8"59 S": DS56 9; S"- S%ee of Re< 0

1." Data assumed:

Base Elevation of Stack = 21.2'

"o$+ eig% of S$ck = 4'.('

Net height of the stack = 24.4

2.0 Standards and Codes :

Stack has been designed using following codes

A:BIS CODE FO DESI!N AND CONS"#C"ION OF S"EE$ C%I&NE'S IS ()**+

3.0 Materials and allowable stresses :

Ca,bon steel as -e, IS ./(.+ >ie+d s#eng% = 2'00 gs/s?.

#." Dimensioning of Stack 

%ieght of 0a,ed -o,tion one %i#d of %e o$+ %eg% of %e c%imne&@$s pe# 5S ('33A= ).133 p#o<ide 2.'0 $s f+$#ed po#ion %eig%

%eight of st,aight -o,tion 1(.27 p#o<ide 21.!0 $s s#$ig% po#ion of %e c%imne&.

"op di$mee# of %e c%imne& = one wen& fif% of %e %eig% of %e c&+ind#ic$+ po#ion of %e c%imne&

= 0.('1 inim,m #e?,i#ed

#o<ide 1.3 o $ke c$#e of %e def+ecion of %e c%imne&.

$se di$mee# of %e c%imne& = 1.( imes of %e o, side di$mee# of %e c%imne& $ op.

= 1.041 inim,m #e?,i#ed

#o<ide 2.0)4 o $ke c$#e of %e def+ecion of %e c%imne&.

5." Calculation of properties of c%i&ne'

"%e o$+ %eig% of %e s$ck is de<ided ino 22 zones

@ 14  in s#$ig% po#ion $nd ) in f+$#ed po#ionA

-o##osion $+oow$nce 3 mm $s pe# 5S ('33 eBe#n$+ co##osion $++ow$nce.

"%inkness of ins,+$ion = '0 mm

Densi& of ins,+$ion = 1300.00 gs/3

S o. zone 5D in -mzone 1

1 1 1.'( ( 130.00 0.3 130.( 122.)0 2(0(2'.37 3!!1.202 2 1.'( ( 130.00 0.3 130.( 122.)0 2(0(2'.37 3!!1.20

3 3 1.'( ( 130.00 0.3 130.( 122.)0 2(0(2'.37 3!!1.20

4 4 1.'( ( 130.00 0.3 130.( 122.)0 2(0(2'.37 3!!1.20

' ' 1.'( ( 130.00 0.3 130.( 122.)0 2(0(2'.37 3!!1.20

( ( 1.'( ) 130.00 0.' 131.0 204.!! 43(3)2.!) (((2.34

7 7 1.'( ) 130.00 0.' 131.0 204.!! 43(3)2.!) (((2.34 21.!

) ) 1.'( ) 130.00 0.' 131.0 204.!! 43(3)2.!) (((2.34

! ! 1.'( ) 130.00 0.' 131.0 204.!! 43(3)2.!) (((2.34

10 10 1.'( ) 130.00 0.' 131.0 204.!! 43(3)2.!) (((2.34

11 11 1.'( ) 130.00 0.' 131.0 204.!! 43(3)2.!) (((2.34

12 12 1.'( ) 130.00 0.' 131.0 204.!! 43(3)2.!) (((2.34

13 13 1.'( 10 130.00 0.7 131.4 2)7.42 (137'7.!7 !341.)3

14 14 1.'( 10 130.00 0.7 131.4 2)7.42 (137'7.!7 !341.)3 1.3 zone 14

1' 1' 0.31 10 134.!0 0.7 13(.3 2!).20 ()'407.0' 100'7.331( 1( 0.31 10 13!.)0 0.7 141.2 30).!) 7(242'.!7 107!!.23

17 17 0.31 10 14!.(0 0.7 1'1.0 330.'3 !3334!.4) 123(2.24 2.'

1) 1) 0.31 10 1'!.40 0.7 1(0.) 3'2.0) 112)0)0.)4 14030.)(

1! 1! 0.31 10 1(!.20 0.7 170.( 373.(3 134)172.41 1')0'.07

20 20 0.31 10 17!.00 0.7 1)0.4 3!'.1) 1'!'17(.'1 17()4.))

21 21 0.31 10 1)).)0 0.7 1!0.2 41(.73 1)70(4'.'0 1!(70.30

22 22 0.31 10 1!).(0 0.7 200.0 43).2) 217(131.72 217(1.32 2.0)4

24.4 Cone 22

. 9fe$c%

zone in

 s%e++@6#ossAinmm

ne "in -m

e 9D:cm

 $#e$@s?.cmA

omon of ine#i$@-4A

Secion mod,+,s@-3A

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DS56 -8-8"59 S": DS56 9; S"- S%ee of Re< 0

$." Calculation of loads and stresses:

$.1 Caculation of platfor& loads

wid% of p+$fo#m 0.7'

+$fo#m $ 8 24.3 3(0 3(4.74 14').!(

+$fo#m $ 8 37.2 3(0 3(4.03 14'(.13

"o$+ 72).77 2!1'.0)

$.! Calculation of all t'pes of loads at (arious locations and desi)n c%ec*.

S o zone /D D/"

1 1 0.1' 0.40 0.'' 0.'' 23.(2 37 43' 11.!1 11.30 (43.2! +ASS 0 24.40 0.00

2 2 0.1' 0.40 0.'' 1.10 22.0' 37 43' 34.1! 30.)! (43.2! +ASS 1 22.)4 37!.00

3 3 0.1' 0.40 0.'' 1.(' 20.4! 37 43' 71.32 (1.'' (43.2! +ASS 2 21.27 7'7.!!

4 4 0.1' 0.40 0.'' 2.20 1).!3 37 43' 123.07 101.73 (43.2! +ASS 3 1!.71 113(.!!

' ' 0.1' 0.40 0.'' 2.7' 17.3( 37 43' 1)!.17 14!.!7 (43.2! +ASS 4 1).14 1'03.4(

( ( 0.2' 0.40 0.3( 1.4( 0.321 2.)0 '.'' 1'.)0 37 2(2 170.71 137.'( !40.2' +ASS ' 1(.') 1)(!.!3

7 7 0.2' 0.40 0.(' (.20 14.23 37 2(2 211.70 171.27 !40.2' +ASS ( 1'.01 20)4.3'

) ) 0.2' 0.40 0.(' (.)' 12.(7 37 2(2 2().1! 21).'! !40.2' +ASS 7 13.4' 22!).7)

! ! 0.2' 0.40 0.(' 7.'0 11.10 37 2(2 32!.72 2().37 !40.2' +ASS ) 11.)! 2'13.21

10 10 0.2' 0.40 0.(' ).1' !.'4 37 2(2 3!(.1' 320.01 !40.2' +ASS ! 10.32 2727.(4

11 11 0.2' 0.40 0.(' ).)0 7.!) 37 2(2 4(7.37 372.!! !40.2' +ASS 10 ).7( 2!31.30

12 12 0.2' 0.40 0.(' !.4' (.41 37 2(2 '43.37 42(.)7 !40.2' +ASS 11 7.1! 3134.!(13 13 0.3' 0.40 0.7' 10.20 4.)' 37 1)) 44'.4) 343.(4 1133.!0 +ASS 12 '.(3 333).(3

14 14 0.3' 0.40 0.7' 10.!( 3.2) 37 1)) '0(.'2 3)2.73 1133.!0 +ASS 13 4.0( 3'42.!1

1' 1' 0.07 0.0) 0.3( 1.4( 0.321 2.30 13.2' 2.34 3( 1!' '3(.4! 3!7.17 1114.!' +ASS 14 2.'0 3747.20

1( 1( 0.0) 0.0! 0.1( 13.42 2.03 3' 202 '47.'0 370.03 10!'.)' +ASS 1' 2.1! 40(2.47

17 17 0.0) 0.0! 0.17 13.'! 1.72 32 21( '2).'! 32!.2' 11)3.!1 +ASS 1( 1.)) 42)1.!!

1) 1) 0.0! 0.10 0.1) 13.77 1.41 30 230 '12.'0 2!'.3) 11'(.() +ASS 17 1.'( 4'1(.7'

1! 1! 0.0! 0.10 0.20 13.!7 1.0! 2! 244 4!!.11 2((.!3 1127.74 +ASS 1) 1.2' 47((.74

20 20 0.10 0.11 0.21 14.1) 0.7) 27 2') 4)7.() 242.7( 10!).10 +ASS 1! 0.!4 '0((.'0

21 21 0.10 0.12 0.22 14.40 0.47 2( 272 477.!( 222.0' 10().44 +ASS 20 0.(3 '34(.!(

22 22 0.11 0.12 0.(0) 0.)4 1'.24 0.1( 24 2)( 471.0) 20'.'2 103!.1! +ASS 21 0.31 '(42.((

"o$+s 3.!4 (.41 0.73 2.!2 1.2' 1'.24 22 0.00 '!'3.(0

$.3 Calculation of wind loads

opog#$p%& f$co#= k3 1 sk= -?k*%k*dk

b$sic wind <e+oci&= <b 47 -= 0.7 wi%o, s#$kes

#isk cooefficien= k1 0.!0 1.2 wi% s#$kes , !."",-1"

Design wind speed = k1*k2*k3*<b Wind p#ess,#e = 0.0(*design wind speed E2

k2 $s pe# 5S)7' e##$in c$ogo#& c+$ss s#,c,#e endin) /o&ent 0orce o. 2222

S o zone k2 <z - 1 ! 3

o$+ c,. "o$+ 4'.(' 0 24.40

1 1 23.(2 1.20 '0.7( 1'4.'! 1.2 0.3) 0.3) 0.0000 0.0000 0.3) 0.3) 0.30 44.0! 0.7) 1 22.)4 0.30 0.00 0

2 2 22.0' 1.20 '0.7( 1'4.'! 1.2 0.3) 0.7( 0.0000 0.3) 0.7( 1.1! 42.'2 2.3' 2 21.27 0.)! 0.30 03 3 20.4! 1.20 '0.7( 1'4.'! 1.2 0.3) 1.14 0.0000 0.0000 0.3) 1.14 2.(7 40.!( 3.!1 3 1!.71 1.4) 0.)! 0

4 4 1).!3 1.1) 4!.!1 14!.4) 1.2 0.37 1.'0 0.0000 0.37 1.'0 4.73 3!.3! '.4) 4 1).14 2.0) 1.4) 0

' ' 17.3( 1.1) 4!.!1 14!.4) 1.2 0.37 1.)7 0.0000 0.37 1.)7 7.37 37.)3 7.04 ' 1(.') 2.(7 2.0)

( ( 1'.) 1.1) 4!.!1 14!.4) 0.7 0.21 2.0) 0.0000 0.0000 0.21 2.0) 10.4( 3(.2( ).(0 ( 1'.01 3.2( 2.(7 2

7 7 14.23 1.1) 4!.!1 14!.4) 0.7 0.21 2.30 0.0000 0.21 2.30 13.)! 34.70 10.17 7 13.4' 3.)' 3.2( 2

) ) 12.(7 1.1) 4!.!1 14!.4) 0.7 0.21 2.'1 0.0000 0.21 2.'1 17.(( 33.14 11.73 ) 11.)! 4.4' 3.)' 3

! ! 11.1 1.1) 4!.!1 14!.4) 0.7 0.21 2.73 0.0000 0.0000 0.21 2.73 21.7( 31.'7 13.30 ! 10.32 '.04 4.4' 3

10 10 !.'3! 1.1' 4).(' 141.!) 0.7 0.20 2.!3 0.0000 0.20 2.!3 2(.1) 30.01 14.)( 10 ).7( '.(3 '.04 4

11 11 7.!7' 1.1' 4).(' 141.!) 0.7 0.20 3.13 0.0000 0.20 3.13 30.!3 2).44 1(.43 11 7.1! (.23 '.(3 '

12 12 (.411 1.1' 4).(' 141.!) 0.7 0.20 3.34 0.0000 0.0000 0.20 3.34 3'.!! 2(.)) 17.!! 12 '.(3 (.)2 (.23 '

13 13 4.)4( 1.1' 4).(' 141.!) 0.7 0.20 3.'4 0.0000 0.20 3.'4 41.37 2'.31 1!.'' 13 4.0( 7.41 (.)2 (

14 14 3.2)2 1.1' 4).(' 141.!) 0.7 0.20 3.7' 0.0000 0.20 3.7' 47.07 23.7' 21.12 14 2.'0 ).00 7.41 (

1' 1' 2.344 1.1' 4).(' 141.!) 0.7 0.21 3.!( 0.1034 0.1034 0.32 4.0( '3.1) 23.44 22.0( 1' 2.1! ).12 7.'3 (

1( 1( 2.031 1.1' 4).(' 141.!) 0.7 0.22 4.1) 0.1034 0.22 4.2) '!.07 23.13 22.37 1( 1.)) ).24 7.(' 7

17 17 1.71! 1.1' 4).(' 141.!) 0.7 0.23 4.41 0.1034 0.23 4.'2 ('.2) 22.)1 22.() 17 1.'( ).3( 7.77 7

1) 1) 1.40( 1.1' 4).(' 141.!) 0.7 0.2' 4.(( 0.1034 0.2' 4.77 71.)3 22.'0 22.!! 1) 1.2' ).4) 7.)) 7

1! 1! 1.0!4 1.1' 4).(' 141.!) 0.7 0.27 4.!3 0.034' 0.137! 0.30 '.07 7).)0 22.1! 23.31 1! 0.!4 ).(0 ).00 7

20 20 0.7)1 1.1' 4).(' 141.!) 0.7 0.2) '.21 0.137! 0.2) '.3' )(.1' 21.)) 23.(2 20 0.(3 ).71 ).12 7

21 21 0.4(! 1.1' 4).(' 141.!) 0.7 0.30 '.'0 0.137! 0.30 '.(4 !3.!1 21.'( 23.!3 21 0.31 ).)3 ).24 7

22 22 0.1'( 1.1' 4).(' 141.!) 0.7 0.31 '.)2 0.137! 0.31 '.!' 102.10 21.2' 24.24 22 0.00 ).!' ).3( 7

'.)2

eg$i<e $#e$ in %e c$+c,+$ions be+ow does no m

$.# Calculation of deflection at top of t%e c%i&ne' and t%e Ti&e period.

@Def+ecions $#e c$+c,+$ed b$sed on omen : $#e$ me%odA /4,I istance

6ocatio , I At Start At ,nd At S

S+.o

/5 mom of $#e$ B B2 g*@mBA @mBA2

0 '212'074.1

1 0.11 1.'( 1.'( 0.0! 0.0! 0.00 4.41:07 1.!':13 2.3):0( 1.07:13 1 '212'074.1 0.00F00 '.(!:0( 02 0.4' 1.'( 3.13 1.11 1.21 0.0( '.30:0( 2.)1:11 2.)(:03 1.'2:10 2 '212'074.1 '.(!:0( 2.27:0'

3 1.02 1.'( 4.(! 4.(4 '.)4 0.2) 2.21:0' 4.)):10 1.1!:02 2.(3:0! 3 '212'074.1 2.27:0' '.12:0' 34 1.)2 1.'( (.2( 12.32 1).17 0.)7 '.)7:0' 3.44:0! 3.17:02 1.)(:0) 4 '212'074.1 '.12:0' !.0):0' 4' 2.)3 1.'( 7.)2 2'.7) 43.!4 2.0! 1.23:04 1.'1:0) (.(2:02 ).13:0) ' '212'074.1 !.0):0' 1.41:04 (( 2.40 1.'( !.3! 40.)7 )4.)2 4.04 1.!':04 3.7!:0) '.34:01 1.04:0( ( )727('!'.3 ).4':0' 1.20:04 77 3.1) 1.'( 10.!' 44.'' 12!.37 (.1( 2.12:04 4.'0:0) 1.3':01 2.)7:07 7 )727('!'.3 1.20:04 1.'!:04 !) 4.0' 1.'( 12.'1 ((.'2 1!'.)) !.33 3.17:04 1.00:07 2.02:01 (.41:07 ) )727('!'.3 1.'!:04 2.02:04 10

! 4.!! 1.'( 14.0) !4.12 2!0.00 13.)1 4.4):04 2.01:07 2.)(:01 1.2):0( ! )727('!'.3 2.02:04 2.4!:04 1210 (.00 1.'( 1'.(4 127.)! 417.)! 1!.!0 (.0!:04 3.71:07 3.)!:01 2.37:0( 10 )727('!'.3 2.4!:04 3.00:04 1411 7.0! 1.'( 17.21 1().34 ')(.23 27.!2 ).02:04 (.43:07 '.12:01 4.10:0( 11 )727('!'.3 3.00:04 3.'4:04 1'12 ).2' 1.'( 1).77 21'.!! )02.22 3).20 1.03:03 1.0(:0( (.'7:01 (.7(:0( 12 )727('!'.3 3.'4:04 4.12:04 1713 (.74 1.'( 20.34 274.!! 1077.21 '1.30 1.31:03 1.71:0( !.((:01 1.27:0' 13 1227'1'!4.3 2.!3:04 3.37:04 1)14 7.(7 1.'( 21.!0 23).21 131'.42 (2.(4 1.13:03 1.2!:0( ).37:01 !.'0:0( 14 1227'1'!4.3 3.37:04 3.)3:04 20

Desc#ipion of p+$fo#m8 in

Ben of p+$fo#min deg#ees @Ref

6A

de$d +o$d ings G 7'g/S?.

+i<e +o$d ings G 300g/S?.

de$d+o$d in

"

#ef+o$din "

D8p+$fo# 

m

88p+$fo#m

<e#+o$dd,eo

+$dde# @"A

"o$++o$d@"A

c,m+o$d @"A

-6 disof e$c%

zonef#om

boom@A

dess#esswi%"o$+down+o$d Fwind inkg/cm2

des s#esswi% "o$+down +o$dF seis in

kg/cm3

$++ows#ess inkg/cm2$s pe#

5S('33

Design-%ecks$,s

6ocation

istancefro&

botto& &9

S%ear 0orceK)9

%eig%in

windp#e.gs

/S?.

sk in"

c,msk in

"

d#$gfo#ce in

"

c,md#$g

fo#ce in"

%o# fo#ce Fd#$gfo#ce in "

in ":

op 8of e$c%

zone

entat

istancefro&

botto& &9

%eig%of

e$c%zone

-,.%eig%

-,. omen$#e$

Def+ecion $e$c% +e<e+ in

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DS56 -8-8"59 S": DS56 9; S"- S%ee of Re< 0

1' 7.7( 0.31 22.21 '3.17 13().'! ('.17 2.'3:04 (.41:0) '.71:01 1.44:0( 1' 1370)1410.1 3.43:04 3.'2

1( 7.7' 0.31 22.'3 '4.2) 1422.)7 (7.7( 2.'):04 (.():0) 4.10:02 1.0(:07 1( 1'24)'1!3.1 3.17:04 3.2'

17 (.!! 0.31 22.)4 '7.') 14)0.4' 70.'0 2.74:04 7.'2:0) 4.((:02 1.2):07 17 1)(((!)!'.0 2.((:04 2.73

1) (.37 0.31 23.1' '2.'0 1'32.!' 73.00 2.'0:04 (.2':0) 4.'3:02 1.13:07 1) 22'(1(1().4 2.2(:04 2.32

1! '.)' 0.31 23.4( 4).2) 1')1.23 7'.30 2.30:04 '.2!:0) 4.43:02 1.02:07 1! 2(!(344)1.' 1.!4:04 2.00

20 '.40 0.31 23.7) 44.7) 1(2(.01 77.43 2.13:04 4.'':0) 4.3':02 !.2):0) 20 31!03'302.! 1.(!:04 1.74

21 '.02 0.31 24.0! 41.)1 1((7.)2 7!.42 1.!!:04 3.!(:0) 4.2!:02 ).'4:0) 21 37412!100.! 1.4!:04 1.'3

22 4.(! 0.31 24.40 3!.2) 1707.10 )1.2! 1.)7:04 3.'0:0) 1.'4:01 2.)):07 22 43'22(343.! 1.32:04 1.3(

1707.10 0.01 0.00000'! '.(2 0.000041

Def+ecion $ op of %e c%imne& d,e o wind = ).13 -m )1.2! mmDef+ecion $ op of %e c%imne& d,e o seismic = (.1' -m (1.4(4 mm

 ++ow$b+e def+ecion = %/200 = 12.2 -m 122 mm

e#missib+e def+ecion $ %e op of %e c%imne& s%o,+d no eBceed %/200

Stac* is safe in deflection criteria

f#e?,enc& f= ').)0 e#z

ime pe#iod =1/f  0.017 Sec

Ti&e period is less t%an ".!5 sec and %ence< o d'na&ic Anal'sis is re=uired

$.5 Calculation of seis&ic forces.

 s pe# 5S1)!3 :2002

Cone f$co# C/2 C/2= =0.12

5mpo#$nce f$co# 5 =1.'0S$/g V$+,e f#om Sie specs$/g =2.'0 f#om 5S)7'

Response #ed,cion f$coR =2.'0

=0.02 sec

o#izon$+ seismic coefficien =0.1)

ence b$se s%e$# d,e o seismic =0.1) H 130'1 =234!.12 gs

o zone seis fo#ce +$ coeff %o# s% fo#ce c,m f @kgmA /5 -,. %eig% mom of $#e$ -,. omen $#e$

1 1 !!.02 23.(1) 30()42.3! 0.14)1'2 34).03 34).03 272.21 0.10 1.'( 1.'( 0.0! 0.0! 0.00

2 2 !!.02 22.0'4 2(7'42.17 0.12!177 303.4' ('1.4) 10'3.!( 0.40 1.'( 3.13 1.00 1.0) 0.0'

3 3 !!.02 20.4)! 230!34.07 0.111'02 2(1.!3 !13.41 2277.!3 0.)7 1.'( 4.(! 4.01 '.0! 0.24

4 4 !!.02 1).!2' 1!701).11 0.0!'12( 223.4( 113(.)7 3))1.'4 1.4! 1.'( (.2( 10.2' 1'.33 0.73' ' !!.02 17.3(1 1('7!4.2! 0.0)00'0 1)).0' 1324.!2 ')07.02 2.23 1.'( 7.)2 20.(2 3'.!' 1.71

( ( 30(.31 1'.7!( 424(2!.77 0.20'023 4)1.(2 1)0(.'4 )2'(.27 1.)! 1.'( !.3! 32.1) ().13 3.24

7 7 117.1) 14.232 131)(4.'! 0.0(3(() 14!.'( 1!'(.11 111!!.20 2.'7 1.'( 10.!' 3'.'! 103.72 4.!4

) ) 117.1) 12.(() 104470.'' 0.0'0441 11).4! 2074.(0 143'1.7! 3.2! 1.'( 12.'1 '3.)) 1'7.(0 7.'0

! ! 117.1) 11.104 )02(2.'' 0.03)7'3 !1.04 21('.(4 17(().2( 4.0' 1.'( 14.0) 7(.4( 234.0( 11.1'

10 10 117.1) !.'3! '!240.') 0.02)(03 (7.1! 2232.)3 2110).4) 4.)4 1.'( 1'.(4 103.44 337.'1 1(.07

11 11 117.1) 7.!7' 41404.(4 0.01!!!1 4(.!( 227!.7! 24(37.!! '.(' 1.'( 17.21 134.)4 472.3' 22.4!

12 12 117.1) (.411 2(7'4.72 0.012!1) 30.3' 2310.14 2)227.!7 (.47 1.'( 1).77 170.(2 (42.!7 30.(2

13 13 13'.40 4.)4( 17(().4( 0.00)'31 20.04 2330.1) 31)'7.3' '.1! 1.'( 20.34 217.14 )(0.11 40.!(

14 14 13'.40 3.2)2 )103.4' 0.003!13 !.1! 233!.37 3''0!.(0 '.7! 1.'( 21.!0 1)1.42 1041.'3 4!.(0

1' 1' 21(.!( 2.344 ((21.24 0.0031!7 7.'1 234(.)) 3!170.21 '.71 0.31 22.21 40.12 10)1.(' '1.'1

1( 1( 2!.13 2.031 ((7.(' 0.000322 0.7( 2347.(3 3!!03.73 '.23 0.31 22.'3 41.(3 1123.27 '3.4!

17 17 31.20 1.71! '12.11 0.000247 0.') 234).21 40(37.4( 4.3' 0.31 22.)4 40.21 11(3.4) ''.401) 1) 33.2) 1.40( 3('.(4 0.000177 0.41 234).(3 41371.34 3.(7 0.31 23.1' 33.7' 11!7.23 '7.01

1! 1! 3'.3( 1.0!4 23'.00 0.000113 0.27 234).!0 4210'.33 3.12 0.31 23.4( 2).(! 122'.!2 ').3)

20 20 37.44 0.7)1 12(.!4 0.0000(1 0.14 234!.04 42)3!.3) 2.(! 0.31 23.7) 24.(( 12'0.') '!.''

21 21 3!.'1 0.4(! 4).23 0.000023 0.0' 234!.0! 43'73.4( 2.33 0.31 24.0! 21.41 1271.!! (0.'7

22 22 1'0.!4 0.1'( 20.47 0.000010 0.02 234!.12 44307.'( 2.04 0.31 24.40 1).7( 12!0.7' (1.4(

234!.12 2071127.(3 234!.12

@1/2pi@AA*@g*sigm$@mBA/sigm$@mBA2A1/2

1

w12

%eig% ofe$c%zone

Def+ecion $ e$c% +e<e+in

7/25/2019 jblstack030111(1300)se

http://slidepdf.com/reader/full/jblstack0301111300se 5/5

DS56 -8-8"59 S": DS56 9; S"- S%ee of Re< 0

7." 0oundation 6oad data

inim,m Ve#ic$+ 8o$d = '.!2 " Wi%o, +ining $nd 8i<e +o$d

12.32 " Wi% 8ining $nd wi%o, +i<e +o$d

$Bim,m Ve#ic$+ +o$d = 1(.7( " Wi% $++ +o$ds wi% 10I m$#gin

o#izon$+ fo#ce d,e o wind = '.)2 "

ending omen d,e o wind = 102.10 ":

o#izon$+ fo#ce d,e o seismic = 2.3' "

ending momen d,e o seismic = 44.31 ":

8." Codal Checks

Helical Strakes : 1As -e, IS()**2

 "o avoid 3on 4a,5an 3o,te6 Shedding7 -,ovide %elical st,akes

-,ovide fo, to- 89* height of the chi5ne I+e 7.3

;,o<ection shall be = /+8   dia of Stack = 8*/ 55

 "hickness of St,akes >+/( 55

 ;,ovide 8/ 55 thick

Struhal Critical Velocit 1As -e, IS()** 2

C,itical velocit = ) Dt f = ' H 1.3 H ').)0

= 3)2.2 59sec

S,;,>, ;? KA>/A T@+, ?SCI66ATI? IS ?T 6IK,6@ AS T, ,SIB ;,6?CIT@ IS 6,SS TA ST>?A6 C>ITICA6 ;,6?CIT@

." Design of base !late and foundation bolt

;o,nd$ion o+