Design of Base Plate as per IS800

BASE PLATE DESIGN-IS 800-2007

BASE PLATE Size of the column Factore !oa"# Max. compression Max. tension Max. shear

BP-5 UB254x146x43

196.206 KN Node: 179.02 KN Node: !0."97 KN Node: F$% &$'P%ESSI$N

#ssume the $ase plate size as Max. compression

300 ( 350

196.206 KN

%earin& stren&th of concrete

*ence $ase pressure +,-

//2

'

'

0.(! fc)

'

0.(! x 2!

'

196.206 KN 00 mm !0 mm /

11.2! '

Nmm2

1."7

 than 0.(!times the $earin& stren&th of concrete &ASE 1

EDGE &$NDITI$N- &ANTILE)E%

a1' d1'

(! mm 00 mm

%endin& moment M d

'

1."7

/

20(.0( 2

'

1910.2(2(

N+mm

(! mm

8,6 Md mo 1.2 $ f  hic)ness of plate plate reuire reuired d'  *IS 800- 2007+&!a,"e 8212. #ssumin& -idth of the plate $ ' 1.00 mm tred '

6.!

mm

1."7 S345N

&ASE 2 3d&e condition + ;late supported on three sides. #ssume thic)ness of sti
' 1."7(

0126 ' *ence moment on the $ase plate M d'

*ence coe>cient

0.126?1."7?10!."@2'

 hic)ness of 8,6 Md mo 1.2? $ f #ssumin& -idth of the plate $ ' tred ' 762 mm

A" er IS 800- 20

1 mm ,Arom 4ompression onl

3d&e condition + ;late supported four sides.

&ASE 3

a1 ' d1 ' a1 d1

100.0 mm 100.0 mm '

4hec)i 4hec)in& n& -heth -hethe e

,=en&th of free ed&e

a1d1 C0.! hence on ( side

1

*ence coe>cient

α1 α2

' '

4antileBer moment Md '

0.0(" 0.0("

*ence moment on the $ase plate M d'  hic)ness of plate plate reuire reuired d' #ssumin& -idth of the plate $ '

8760 8,6 Md mo 1.2? $ f

N+mm

1 mm

tred ' &ASE 4

a' $'

444 mm 3d&e condition + ;late supported t-o sides. 100.0 mm ,smaller span !0.0 mm

$ ' a

a1d1 C0.! hence on 2 side

2

*ence coe>cient

α1 α2

' '

0.0!0 0.0("

*ence moment on the $ase plate M d'  hic)ness of plate plate reuire reuired d' #ssumin& -idth of the plate $ ' tred '

4hec)i 4hec)in& n& -heth -hethe e

23375 8,6 Md mo 1.2? $ f

4antileBer moment Md '

N+mm

1 mm

227 mm &ec or e! "e coect9 :a"e !ate to &o!,/

 otal  otal len&th len&th aBaila$le aBaila$le for -eldin& -eldin& alon& alon& the peripher peripher of of column FLANGE T$ BASE PLA PLATE TE &$NNE&TI$N

#xial load shared $ t-o Dan&e #xial load shared $ each Dan&e

'

9".10 KN '

(9.0!1! KN

 otal  otal load on -eld for desi&nin& one Dan&e

'

(9.0!1! KN

=en&th aBaila$le to accommodate -eld on each Dan&e #ssume

=a

'

2"7.(

'

79!.!77

6 mm -eld

Stren&th of -eld per mm len&th

'

=- tt fu√ γ m-

3
'

(9.0!1! KN ' 79!.!770"6

#dditional plate is not reuired to acccomodate -eldin& ;EB T$ BASE PLA PLATE TE &$NNE&TI$N

#xial load shared $ -e$ ' (9.0!1! KN =en&th aBaila$le to accommodate -eld on each Dan&e =a 3
'

'

(6".(

(9.0!1! KN ' 79!.!770"6

#dditional plate is not reuired to acccomodate -eldin& Eesi&n of sti
Moment at the face of the column -e$ +,for compression in the coulmn 270667.! 1."7?2!9.62?,002@22' N+mm Moment at face of sti
100.1 mm *enceG ;roBide sti
200 //

Eesi&n of Sti
Moment at the face of the column Dan&e + ,for compression on column 1."7?,2!9.6(H(!.2?,,76.!@22' 600090. Moment at face of sti
'

"2.91 mm *enceG ;roBide stie? *cec 1. Shear )e size 100 x 12 th). cross * ,max ;roBide 1!0 mm deep shear )e Le of the section ' Lp of the section ' 202"" mm LeLp ' 0.6 udl on the shear )e ' !0"971!0' *ence cantileBer moment on the shear )e ,M' Section classiIcation as per a$le+ 2 of 5S "00: 2007: dt ' ". e' 1.0 Eesi&n $endin& stren&th M d ' $Lpf mo  $ ' Aor a ;lastic sectionG 1 Md ' 7.6( KN+ m ' @ '+ ece $>  *ence proBide shear )e size as

9.2 Nmm 9.2?1!0@22 ' P!a"tc

100x150x12

Sear e? *Ac S,:ra/aa Jeuired $earin& area of shear lu

#ssume Shear lu& -idth * #ssume &rout depth Jeuired depth of shear lu Aactored cantileBer end m Ml& Shear lu& thic)ness

Ose a

200 mm

S3=34 *3 3E3 4NE55NSAJ %#S3 ;=#3 4#S3 2 ;late supported on  side  4#S3  ;late supported on ( side  4#S3 ( ;late supported on 2 side  *5E3 *5E3 7 ON*5 ON*5E3 3E3 46NE NE55 15 6NS

300 // 1// "tr

1 1 1

1

A

2

120 mm

1// "tr

Nmm2 *ence o)

( PANEL

1(7. mm

1

Steel radeG f ' 4oncrete radeG fc) '

 C 

196.206 KN

mo

'

1.1

cc distance $et-een $olt alon&  dir cc distance $et-een $olt alon& x dir

' '

Mu)hanoBPs chartG  Ja  Jatio ad ;lates supported on  sides

0.!    6    0     0

      n       o        i        t       a        l

      o       p       r       e        t       n        5

Nmm2

 #+#

0.6    4    7    0     0

0.7    8    8    0     0

0."    7        0     0

1.2

0.12

1.(

0.126

1."

0.12!!

0.9    7    0    1     0

1    2    1    1     0

1.2    2    1     0

1.(    6    2    1     0

2    2    3    1     0

PANEL

2

4hec)in& -hether panel actin& as cantileBer a1d1 C0.! hence hence analsed analsed as plate supported supported on  side

4antileBer moment M d '

263745

N #;;=54#%=3

  e   9       e   e   e   r    

N+mm

7+&!a,"e 8212

PANEL

3

Mu)hanoBPs chartG

panel actin& as cantileBer

Jatio a1d1

analsed as plate supported

1

      n       o        i        t       a        l

      o       p       r       e        t       n        5

PANEL

1.

1.(

1.!

1.6

1.7

   8    4    0     0

   5    5    0     0

   3    6    0     0

       6    0     0

   5    7    0     0

   1    8    0     0

   6    8    0     0

   1        0     0

α2

   8    4    0     0

       4    0     0

   5    0     0

   5    0     0

   5    0     0

   5    0     0

       4    0     0

   8    4    0     0

1

0.0("

0.0("

1.1

0.0!!

0.0(9

1.00

0.0("

0.0("

α1

α2

4

panel actin& as cantileBer analsed as plate supported

N #;;=54#%=3

1.2

α1 ;lates supported on ( sides

N #;;=54#%=3

1.1

# * $f t T Ix  Iy 

Jefer ;a&e+2( ;a&e+2(  a$le+!( a$le+!( of heor heor of ;la ;lates tes and shells $ J MER 4*#J ,for t-o side ed&e supporte 4olumn properties r x  ' !("0 mm 2 r  ' 2!9.6 mm 2  y  Zx  ' 1(7. mm Zy  7.2 7.2 mm 12.7 12 .7 mm 6!((0000 6770000

mm( mm (

%ase plate under ension

 tf  '  t- '

12.7

fu'

(10

γ m-

1.2!

7.2

Support reaction ' 179.02 KN ,Ma 46 #ssume ( Nos 20 dia *.E $rade mm  ension  ension capacit capacit of $olt $olt d$ ' n$  γ m$ mm Nmm2  n$ ' 0.9 f u$ #n  f $ #s$ ,m$  mo Shan) area of the $olt,# s$' 1( mm2 Net tensile area at the $ottom of threads ,# n'

m

0.9 f u$ #n '



 f $ #s$ ,m$mo'

"!.6" KN

 n$ '

N  mm

"!.6" KN

 ension  ension capacit capacit of sin&le sin&le $olt d$ ' 6".!( KN  ension$o  ension$olt lt ,$ ' ((.76 KN



m Eia&onal distance from $olt centre to -e$ ' Moment in the plate due to $olt tension'



,((. '

 hic)ness of plate plate reuire reuired d' #ssumin& -idth of the plate $ ' #ssumin& th the -i -idth of of th the pl plate

N+mm

'

8,6 Md mo 1. 1 mm 7! mm

tred ' 19.27 mm proBide $ase plate thi Sear caact? o :o!t# Tns$ ' f u #n  8 ' Tds$ ' !6.!9 KN Bear9 caact? o te :o!t# 25  :  t  , Tnp$ ' K $ ' Min ,e   0.!7 ' Tdp$ '

2"0((0 22(.! KN

 herefore  herefore Shear Shear capacit of sin&le %olt' %olt'

"6

N+mm

"

N+mm

10 mm

!6.!9

!0."97 KN !0."97 KN

600

mm

)

."2 KN+m JO

 

oo.

#l& #l& '



F ' 

'

'

T0.(! x fc) (!2(.177" mm2

200 mm 22.6 mm

'

!0 mm

'

!0H22.6

'

72.6 mm

ment actin& on unit len&th of the shear lu& ' ,T F?,*H2 ' 92(2 N+mm tl& ' U,( xMl& ,f m0V@0.! t$ '

12."

mm

Should $e less then

t$

2( mm

-ide

7 mm

hi&h and

1 mm

thic) shear lu&

4#S3 2 4#S3  4#S3 ( 4#S3 !

(! mm A 350 //

260 mm

250 Nmm2 25 Nmm2

120 mm 120 mm 2.1    3    3    1     0

100    3    3    1     0

α

SOMM#JR ;late supported on  side ;late supported on ( side ;late supported on 2 side ;late under tension

*ence proBide thic)ness of $ottom plate'

t$' t$' t$' t$'

a1

'

146 //

d1' 106 //

1."

1.9

2

2.1

100

   4        0     0

   8        0     0

   1     0

   5    2    1     0

   5    2    1     0

   8    4    0     0

   7    4    0     0

   6    4    0     0

   7    3    0     0

   7    3    0     0

clic) $elo- to see the ch  S. imoshen)o Q S. Krie&erG

d 109. !.2 !0(100

mm mm mm

92000

mm

,#s per 4l. 10..!

M66ER 4*#J1 2 S5E3 SO;;6J1 F5 1

 ension ,%earin& tpe $olt m$ '

Jefer ;a&e+2( 1a$le+!( of 1heor: of ;lates S. Krie&erG

125

f $'

240

Nmm2

f u$ '

400

Nmm2



ece $> 

%olt

S)in plate

(."6 mm 6 x 1000 x "(."6 1266111 N+mm ? $ f need to chec) -idth  

c)ness

(!.27

'

2( mm

KN

doG p  do + 0.2!G f u$f uG 1 e' f u '

7.( (10

do ' 22 mm KN

p' 120 mm ece $> 

!0 mm ' 

100 mm

 n

65 // 76 // 44 // 13 //

2(.0 mm

 Jatio ad ;lates supported on three sides

      n       o        i        t       a        l       o       p       r       e        t       n        5

05 0.06

06 0.07(

0

N#

0 0

N# 0

07 0.0""

rts

A" er IS

ON5A6JM ;J3SSOJ3

nd shells $: S. 1imoshen)o Q

08 0.097

0 0.107

1 0.112

12 0.12

14 0.126

2 0.12

800- 2007+&!a,"e 8212

1

MASS kg/m 2

AREA cm2 3

D mm 4

B mm 5

O%20x1x2!

2 5 . 1

3 2

2 0 3 . 4

1 3 3 . 2

O%20x1x0

3 0

3 8 . 2

2 0 6 . 8

1 3 3 . 9

O%2!(x1(6x1

3 1 . 1

3 9 . 7

2 5 1 . 4

1 4 6 . 1

O%2!(x1(6x7

3 7

4 7 . 2

2 5 6

1 4 6 . 4

O%2!(x1(6x(

4 3

5 4 . 8

2 5 9 . 6

1 4 7 . 3

O%0!x16!x(0

4 0 . 3

5 1 . 3

3 0 3 . 4

1 6 5

O%0!x16!x(6

4 6 . 1

5 8 . 7

3 0 6 . 6

1 6 5 . 7

O%0!x16!x!(

5 4

6 8 . 8

3 1 0 . 4

1 6 6 . 9

O%!6x171x!7

5 7

8 5 . 5

3 5 8

1 7 2 . 2

O%(06x17"x!(

5 4 . 1

6 9

4 0 2 . 6

1 7 7 . 7

O%(06x17"x60

6 0 . 1

7 6 . 5

4 0 6 . 4

1 7 7 . 9

O%(06x17"x67

6 7 . 1

8 5 . 5

4 0 9 . 4

1 7 8 . 8

O%(06x17"x7(

7 4 . 2

9 4 . 5

4 1 2 . 8

1 7 9 . 5

O%!x210x101

1 0 1

1 3 9 . 8 6 7

5 3 6 . 7

2 1 0

O%610x229x101

1 0 1 . 2

1 2 9

6 0 2 . 6

2 2 7 . 6

O%610x229x11

1 1 3

1 4 4

6 0 7 . 6

2 2 8 . 2

O%610x229x12!

1 2 5 . 1

1 5 9

6 1 2 . 2

2 2 9

O%610x229x1(0

1 3 9 . 9

1 7 8

6 1 7 . 2

2 3 0 . 2

O41!2x1!2x2

2 3

2 9 . 2

1 5 2 . 4

1 5 2 . 4

O41!2x1!2x0

3 0

3 8 . 3

1 5 7 . 6

1 5 2 . 9

O41!2x1!2x7

3 7

4 7 . 1

1 6 1 . 8

1 5 4 . 4

O420x20x(6

4 6 . 1

5 8 . 7

2 0 3 . 2

2 0 3 . 6

O420x20x!2

5 2

6 6 . 3

2 0 6 . 2

2 0 4 . 3

O420x20x60

6 0

7 6 . 4

2 0 9 . 6

2 0 5 . 8

O420x20x71

7 1

9 0 . 4

2 1 5 . 8

2 0 6 . 4

O420x20x"6

8 6 . 1

1 1 3

2 2 2 . 2

2 0 9 . 1

O42!(x2!(x107

1 0 7 . 1

1 3 6

2 6 6 . 7

2 5 8 . 8

O42!(x2!(x12

1 3 2

1 6 8

2 7 6 . 3

2 6 1 . 3

O42!(x2!(x167

1 6 7 . 1

2 1 3

2 8 9 . 1

2 6 5 . 2

O42!(x2!(x7

7 3 . 1

9 3 . 1

2 5 4 . 1

2 5 4 . 6

O42!(x2!(x"9

8 8 . 9

1 1 3

2 6 0 . 3

2 5 6 . 3

O40!x0!x11"

1 1 7 . 9

1 5 0

3 1 4 . 5

3 0 7 . 4

O40!x0!x17

1 3 6 . 9

1 7 4

3 2 0 . 5

3 0 9 . 2

O40!x0!x1!"

1 5 8 . 1

2 0 1

3 2 7 . 1

3 1 1 . 2

O40!x0!x19"

1 9 8 . 1

2 5 2

3 3 9 . 9

3 1 4 . . 5

O40!x0!x2(0

2 4 0

3 0 6

3 5 2 . 5

3 1 8 . 4

O40!x0!x2"

2 8 2 . 9

3 6 0

3 6 5 . 3

3 2 2 . 2

O40!x0!x97

9 6 . 9

1 2 3

3 0 7 . 9

3 0 5 . 3

F;% 600x00x12".7

1 2 8 . 7 9

1 6 4 . 1

5 7 1

3 0 0

F;% 600x00x177.7

1 7 7 . 7 7

2 2 6 . 5

5 9 0

3 0 0

F;% 600x00x211.9

2 1 1 . 9 2

2 7 0

6 0 0

3 0 0

F;% 600x00x2"!.(

2 8 5 . 4 7

3 6 3 . 7

6 2 0

3 0 5

F;% 700x00x1(9."

1 4 9 . 8 9

1 9 0 . 9

6 7 0

3 0 0

F;% 700x00x20(.(

2 04 . 4 8

26 0. 5

69 0

3 00

F;% 700x00x2(0.!

2 40 . 5 1

30 6. 4

70 0

3 00

F;% 700x00x00.6

3 00 . 6 7

3 83

71 6

3 04

O%(!7/1!2/!2

66.6

((9."

1!2.(

O%(!7/1!2/60

76.2

(!(.6

1!2.9

O%(!7/191/67

"!.!

(!.(

1"9.9

O%(!7/1!2/67

"!.6

(!"

1!."

O%(!7/1!2/7(

9(.!

(62

1!(.(

O%(!7/191/7(

9(.6

(!7

190.(

O%(!7/191/"2

10(

(60

191.

O%(!7/1!2/"2

10!

(6!."

1!!.

O%(!7/191/"9

11(

(6.(

191.9

O%(!7/191/9"

12!

(67.2

192."

Dimensions

an$e So"e Max a, deg (

R 1

R 2

mm )

mm 1*

t mm &

T mm '

Ix cm4 11

5 . 7

7 . 8

7 . 6

2 3 4 0

6 . 4

9 . 6

7 . 6

2 8 9 6

6

8 . 6

7 . 6

4 4 1 3

6 . 3

1 0 . 9

7 . 6

5 5 3 7

7 . 2

1 2 . 7

7 . 6

6 5 4 4

6

1 0 . 2

8 . 9

8 5 0 3

6 . 7

1 1 . 8

8 . 9

9 8 9 9

7 . 9

1 3 . 7

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0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

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0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

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50.897

29.098

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