7754382-Column-Design-as-per-IS-456-Validation-Requested.xls

8/17/2019 7754382-Column-Design-as-per-IS-456-Validation-Requested.xls

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Rev Designed by Checked by Date Page

DOC TITLE: TRAS!ORMER "ARD # A$ea

DESI% O! !O&DATIOS'(ITS AD !IRE)ALLS

DOC* O: CGPR1-100-5-022 De+t

(RO,ECT : S-S (RAI . /0# M) CC%T (O)ER (LAT


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DOC* O: CGPR1-100-5-022 De+t CIVIL


1*2 COL&M C2:

1.40 KN/m

11.00

2.45

)ID LOAD DIA%RAM

Axial load is tae! f"om load o! #iles P25/P2$% Page & of #ile la'o(t desig! do)(me!ti3Dead 4 Live Load Co5bination:

Axial load o! t*e )ol(m! d(e to dead load + ,,$.&2)ol(m! t &0&.21 N

Axial load o! t*e )ol(m! d(e to lie load 4$.3& N

Design A6ial load on Colu5n 27/#*88 k

!s(##o"ted le!gt* of t*e )ol(m! +11.00% f"om to# of P2 to to# of )ol(m! a6o(t 7 - axis 11.00 m

!s(##o"ted le!gt* of t*e )ol(m! +11.00% f"om to# of P2 to to# of )ol(m! a6o(t 8- axis 11.00 m

9idt* of )ol(m! 00.00 mm

:e#t* of )ol(m! $00.00 mm

A6o(t 7 - axis 10.02

A6o(t 8 - axis 20.02

A6o(t 7 - axis 15.00

A6o(t 8 - axis 0.00

I!itial ;ome!t d(e to mi!im(m e))e!t"i)it'+:esig! axial load x max+l/500:/0% 20 as +e$ cluase90* and /;*9 of IS 08:9### 18*7; k5

Co!d.< =ffe)tiel' *eld i! #ositio! a!d "est"ai!ed agai!st "otatio! i! o!e e!d% a!d t*e ot*e" #a"tiall'

"est"ai!ed agai!st "oatatio! 6(t !ot *eld i! #ositio!

1.50

A)t(al le!gt* of t*e )ol(m! +11.00% f"om to# of P2 to to# of )ol(m! 11.00 m

=ffe)tie le!gt* of )ol(m! 1$.50 m


:e#t* of )ol(m! $00.00 mm

>le!de"!ess "atio fo" )ol(m! 2,.50

Calculation of Mo5ent about 5ale!de"!ess 415. Nm

Calculation of Mo5ent about 5ino$ a6is due to Slende$ness:

Colu5n is 5onolithic =ith =all fo$ it>s full height' effective length of the colu5n about 5ino$ a6is =ill be ?e$o'

hence slende$ness 5o5ent =ill be ?e$o about 5ino$ a6is* As both the initial 5o5ent and slende$ness 5o5ent

about 5ino$ a6is a$e ?e$o =e can design colu5n as a unia6ially bent colu5n*

Design Mo5ent about 5a


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Design of Late$al ties:

t*a! o!e @(a"te" of t*e diamete" of la"gest )om#"essio! 6a" o" $ mm *i)*ee" is mo"e.

($ovide T2# late$al ties*

>#a)i!g of 6a"s s*o(ld !ot ex)eed least of t*e folloi!g<

i Least late"al dime!sio! 00.00 mm

ii1$ times t*e dia of smallest )om#"essio! 6a" to 6e tied 25$.00 mm

iii 00mm 00.00 mm

($ovide T2# Late$al ties at 9## 55 CBC*

ii3Dead 4 Live 4 )ind Load Co5bination:

)ind load Calculations:

Deig*t fo" *i)* i!d is a)ti!g 11.00 m

I!te!st' of i!d P"ess("e 0.5, N/s@m

;axim(m idt* of all )o!t"i6(ti!g i!d load to )ol(m! 2.,& m

9i!d load fo" met"e *eig*t of all 1.5& N/m

Eotal i!d fo")e a)ti!g o! )ol(m! 1,.4 NI!itial ;ome!t d(e to i!d at 6ottom of )ol(m! +1,.4 F +2.3511/2 14,.23 Nm

Axial load o! t*e )ol(m! d(e to dead load &0&.21 N

Axial load o! t*e )ol(m! d(e to lie load 4$.3& N

Design A6ial load on Colu5n 2;*9/ k

I!itial ;ome!t d(e to mi!im(m e))e!t"i)it'+:esig! axial load x max+l/500:/0% 20

as +e$ cluase90* and /;*9 of IS 08:9### $$.43 Nm



1.50

A)t(al le!gt* of t*e )ol(m! 12.25 m

=ffe)tie le!gt* of )ol(m! 1&.& m

9idt* of )ol(m! 00.00 mm:e#t* of )ol(m! $00.00 mm

>le!de"!ess "atio fo" )ol(m! 0.$

Calculation of Mo5ent about 5ale!de"!ess 420.4 Nm


Col(m! is mo!olit*i) it* all fo" its f(ll *eig*t% effe)tie le!gt* of t*e )ol(m! a6o(t mi!o" axis ill 6e He"o%

*e!)e sle!de"!ess mome!t ill 6e He"o a6o(t mi!o" axis. As 6ot* t*e i!itial mome!t a!d sle!de"!ess mome!t

a6o(t mi!o" axis a"e He"o e )a! desig! )ol(m! as a (!iaxiall' 6e!t )ol(m!.



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1*9 COL&M C9 F C/: Axial load is tae! f"om load o! #iles P2/P24% Page & of #ile la'o(t desig! do)(me!t

As t*e diffe"e!)e i! axial load o! )ol(m!s C2 C is less% Col(m! s(6?e)ted to maxim(m load a!d mome!t is desig!ed.

i3 Dead 4 Live Load Co5bination:

Axial load o! t*e )ol(m! d(e to dead load +1110.4$)ol(m! t 113.00 N

Axial load o! t*e )ol(m! d(e to lie load 433.& N

Design A6ial load on Colu5n 98;*92 k


as +e$ cluase90* and /;*9 of IS 08:9### 10.,1 Nm

As t*e )ol(m! is mo!olit*i) it* all fo" its f(ll *eig*t% a!d at 6ottom it !eed !ot 6e desig!ed

as a )a!tilee" )ol(m!.



1.50

A)t(al le!gt* of t*e )ol(m! +11.00% )a! 6e tae! f"om to# of all 9 /9 4 11.00 m



:e#t* of )ol(m! $00.00 mm


Calculation of Mo5ent about 5ale!de"!ess 5$0.20 Nm







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ii3 Dead 4 Live 4 )ind Load Co5bination:




;axim(m idt* of all )o!t"i6(ti!g i!d load to )ol(m! 5.2& m

9i!d load fo" met"e *eig*t of all .01 N/m

Eotal i!d fo")e a)ti!g o! )ol(m! .0, N

I!itial ;ome!t at 6ottom of )ol(m! +.0, F +2.3511/2 91;*7 Nm

Axial load o! t*e )ol(m! d(e to dead load 113.00 N

Axial load o! t*e )ol(m! d(e to lie load 433.& N

Design A6ial load on Colu5n 9#/#*78 k


as +e$ cluase90* and /;*9 of IS 08:9### &5.0 Nm

As t*e )ol(m! is mo!olit*i) it* all fo" its f(ll *eig*t% a!d at 6ottom it !eed !ot 6e desig!edas a )a!tilee" )ol(m!.



1.50

A)t(al le!gt* of t*e )ol(m! +11.00% )a! 6e tae! f"om to# of all 9 /94 to to# of )ol(m! 11.00 m



:e#t* of )ol(m! $00.00 mm


Calculation of Mo5ent about 5ale!de"!ess 8#*10 Nm







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e"ti)al loads a"e di"e)tl' t"a!sfe"i!g to #ile )a#s.

Col(m! C4/C& )a! 6e desig!ed as a 6eam fo" i!d loads.




;axim(m idt* of all )o!t"i6(ti!g i!d load to )ol(m!+1.50/2 2.30/2 2.20 m

9i!d load fo" met"e *eig*t of all 1.25 N/m

Eotal i!d fo")e a)ti!g o! )ol(m! 1.,3 N

;ome!t at 6ottom of )ol(m! +1.,3 F +2.4511/2 2#;*88 Nm

1.25 KN/m11.00

2.45

DESI% !OR GEDI%:

!acto$ed Gending Mo5ent 15.5 KNm

Eotal :e#t* of C4/C& ,00.00 mm

9idt* of C4/C& 00.00 mm

Clea" )oe" to mai! "ei!fo")eme!t 50.00 mm

:iamete" of "ei!fo")eme!t 6a" 20.00 mm

=ffe)tie de#t* $40.00 mm

1.25

>teel 0.$3

A"ea of steel 1#7*2#

($ovide / o* T9# on each face of CBC73

DESI% !OR SHEAR B TATERAL TIES:

;axim(m >*ea" fo")e d(e to i!d 1.,3 N

Design Shea$ fo$ce 2;*/2 k

:esig! s*ea" st"ess #*2#

#*0

P"oidi!g E& - 2 - legged sti""(#s%

>#a)i!g of li!s s*o(ld !ot ex)eed t*e mi!im(m of t*e folloi!g< 4&0.00 mm

2;9*## mm

P"oide E& - sti""(#s at 1,5 )/).

SIDE !ACE REI!ORCEMET:

200.00 mm

E*e mi!im(m diamete" of 6a"s i! side fa)es of 6eams to )o!t"ol )"a)i!g as #e"

)la(se No. .12.5.4 of > &110 Pa"t-1 is 11.42 mm

($ovide 9 .T28 on each face

1* COL&M C0 F C8: Axial load is tae! f"om load esta6lis*me!t o! #iles P0/P41% Page 1 of Pa"t-1 of t*is do)(me!t.

As t*e diffe"e!)e i! axial load o! )ol(m!s C5 C$ is less% Col(m! s(6?e)ted to maxim(m load a!d mome!t is desig!ed.

i3 Dead 4 Live Load Co5bination: Axial load o! t*e )ol(m! d(e to dead load +B"om Page & of Pa"t-1 #ile la'o(t desig! do)(me!t% 325.2$)ol 3$,.11 N

Axial load o! t*e )ol(m! d(e to lie load $,5.14 N

Design A6ial load on Colu5n 9/*27 k

;(/6d² N/mm2

B"om C*a"t No. Of S(28 Design aids fo$ $einfo$ced conc$ete to IS 08:9###

mm2

N/mm2

o!)"e e s ea" s "ess "om a e * o . +a$ . o" s ee o . g"a e o )o!"e e ) N/mm2

>#a)i!g of s*ea" "ei!fo")eme!t as #e" 0.,5 times effe)tie de#t*+/**0*0 of GS 722# (a$t.2

>#a)i!g of s*ea" "ei!fo")eme!t as #e" 12 times diamete" of lo!git(di!al 6a"+/*29*1*2 of GS 722# ($t.2

Co!side" s#a)i!g of t*e 6a"s i! side fa)e "ei!fo")eme!t + Clause /*29*22*9*8 of GS 722# (a$t.2


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as +e$ cluase90* and /;*9 of IS 08:9### 110.5 Nm As t*e )ol(m! is mo!olit*i) it* all fo" its f(ll *eig*t% a!d at 6ottom it !eed !ot 6e desig!ed




1.50

A)t(al le!gt* of t*e )ol(m! +11.00% f"om to# of all 9/9 4 to to# of )ol(m! 11.00 m



:e#t* of )ol(m! ,00.00 mm

>le!de"!ess "atio fo" )ol(m! 2.5,

As t*e le/d ex)eeds 20 a!d )ol(m! 6e!ds a6o(t ma?o" axis% )ol(m! s*o(ld 6e desig!ed as a

Calculation of Mo5ent about 5ale!de"!ess 1/*/8 Nm







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1.50


=ffe)tie le!gt* of )ol(m! 1&.& m


:e#t* of )ol(m! ,00.00 mm

>le!de"!ess "atio fo" )ol(m! 2$.25

As t*e le/d ex)eeds 20 a!d )ol(m! 6e!ds a6o(t ma?o" axis% )ol(m! s*o(ld 6e desig!ed as a

Calculation of Mo5ent about 5ale!de"!ess 10*97 Nm







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1*0 COL&M C1 :i3 Dead 4 Live Load Co5bination:

Axial load o! t*e )ol(m! d(e to dead load ,5.04 N

Axial load o! t*e )ol(m! d(e to lie load 1&$.34 N

Design A6ial load on Colu5n 79*28 k


as +e$ cluase90* and /;*9 of IS 08:9### 41.40 Nm





1.50


=ffe)tie le!gt* of )ol(m! 20.1& m9idt* of )ol(m! 00.00 mm

:e#t* of )ol(m! ,00.00 mm

>le!de"!ess "atio fo" )ol(m! 2&.&2

Calculation of Mo5ent about 5ale!de"!ess 9/;*82 Nm







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Axial load o! t*e )ol(m! d(e to lie load 1&$.34 N

Design A6ial load on Colu5n 81*/7 kI!itial ;ome!t d(e to mi!im(m e))e!t"i)it'+:esig! axial load x max+l/500:/0% 20

as +e$ cluase90* and /;*9 of IS 08:9### .&& Nm





1.50


=ffe)tie le!gt* of )ol(m! 20.1& m

P"oidi!g 00x$00 mm )ol(m!


:e#t* of )ol(m! ,00.00 mm

>le!de"!ess "atio fo" )ol(m! 2&.&2Calculation of Mo5ent about 5ale!de"!ess 2;8*#1 Nm







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:e#t* of )ol(m! $00.00 mm


Calculation of Mo5ent about 5ale!de"!ess 1*/ Nm



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Calculation of Mo5ent about 5ale!de"!ess /81*/8 Nm



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>teel 0.34 A"ea of steel 8/7*18

($ovide / o* T28 on each face3

DESI% !OR SHEAR B TATERAL TIES:

;axim(m >*ea" fo")e d(e to i!d 2.,4 N

Design Shea$ fo$ce //*9 k

:esig! s*ea" st"ess #*92

#*

P"oidi!g E& - 2 - legged sti""(#s%

>#a)i!g of li!s s*o(ld !ot ex)eed t*e mi!im(m of t*e folloi!g<

As #e" mi!. s*ea" )la(se 2$.5.1.$ 02.2 mm

405.00 mm

00.00 mm

908*## mmP"oide E& - sti""(#s at 200 )/).

SIDE !ACE REI!ORCEMET:

00.00 mm

E*e mi!im(m diamete" of 6a"s i! side fa)es of 6eams to )o!t"ol )"a)i!g as #e"

)la(se No. 2$.5..1.d of I> 45$


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PROJECT

DOC TITLE:

DOC. NO:

90

20

Clear Cover C #

DESIG !" C!#$%S &$'RACED(

%em)er information oads from anal*si Initial Mo5ents Slenderness

Column ) D Reinforceme ef, k

55 mm m m 5 5 k k.m k.m k.m k.m

C1 400 600 16 32 5 ### 5.00 ### ### 4.5 ### ### ### ### 450.0 011,1 231,1 1 ### ##

)5'readth of column X. %a6or A7is k5%ultiplication fa

D5Depth of column :.%inor A7is

ef5 E;ective length "actor :

%i*5Initial moment due to min,eccen,a)out

h

X

)

ra$e o% &o'&re(e )&*

ra$e o% +(eel ),

End

Cond,

lo7 le7 le7>D lo* le* le*>) Pu %u7 %u* %i7 %i* %a7 k%a7

Diamin

Diama7

le*>)5Slenderness Ratio a)out : A7is

Pu5A7ial #oad %* %a75Slenderness %

%u75%oment due to Design ultimate loads a)out X A7is k%a75De?ection of

lo75 Clear height )et@een end restraint %u*5%oment due to Design ultimate loads a)out : A7is %a*5Slenderness %

le75E;ective length of the column a)out%i75Initial moment due to min,eccen,a)out X A7is k%a*5De?ection of

le7>D5Slenderness Ratio a)out X A7is %7 %add75%oment a)o

lo*5 Clear height )et@een end restraint Diamin5%in, Diameter %add*5%oment a)o

le*5E;ective length of the column a)outDiama75%a7, Diameter

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7754382-Column-Design-as-per-IS-456-Validation-Requested.xls