Base Plate Biaxil

Material Concrete Steel

X

La1 Z

La2

30 250

fck (Mpa) =

25

Details of base plate Length along "x" axis = L =(mm) = i!th along "" axis = # =(mm) = %hickness of gro&t = tg (mm) =

700 $00 25

rea of plate =  = (m 2) =

0'3

BASE PLATE NO *

Condition

Tension + Bending Material Concrete M Steel +,

30 2-.

fck (Mpa) =

30

X

0

Material properties /c (Mpa) = /s (Mpa) = 2-.000

La1 Z

-.0 La2

-.0

Details of base plate Length along "x" axis = L =(mm) = i!th along "" axis = # =(mm) =

00 00

%hickness of gro&t gro&t = tg (mm) =

25

$

rea of plate =  = (m2) =

0

Details of column Section name = 1epth of section = 1s (mm) = i!th of flange = #f (mm) = %hickness of co:er plate = tco =

0 .-

x

0'3

/3-0 330 300 0

usset plate and stiffner details %hickness of g&sset plate = tgp =

0

%hickness of stiffner plate = tst =

*2

30

0 mm

Anc!or bolt details 1ia of olt = ! (mm) =  6o of olts in tension for M = 6 =

-5 mm

 6o of olts in tension for Mx = 6x =

3

%otal no of olts = 6% =



6bc

T C Min e!ge !istance = 2'5 x 1ia of olt Min !istance from olt cc to stiffner

= =

/!ge !istance = !e

=

Mo!&lar ratio = m = /s  /c = Details of pedestal Length along "," axis = Lp =(mm) =

$00

i!th along "" axis = #p =(mm) =(mm) =

$00

rea of pe!estal =p = (m2) =

0'.*

xial force =  (86) = Moment 9 "" axis = M (86m) = Moment 9 "x" axis = Mx (86m) = Shear in "" !ir' = S (86) = Shear in "x" !ir' = S, (86) =

*0* **5 *0 *0 2 *0

;es<ant ;es<a nt shear =Sr (86) = s2LM6

Length

i!th

%hickness

(mm)

(mm)

(mm)

00

00

30

Section / 3-0

1epth

i!th

(mm)

(mm)

330

300

2 3 5

M81

1ia of olt

6o of olt

* 2 3 5

30

.

6C>; #>L%  6o of olt for mmt 9 MaBor axis 3

6o of olt for mmt 9 Minor axis 3

L>1H6G LC

xial +orce

Shearx

Shear@

%orsion

L*

*77

505

*

.2

0

*

30

L2

*.0

*520

320

30

0

*3

*0

L3

*72

$.0

5

*35

0

20

-5

LL5

Moment Moment@

1/

HSS/

Design of stiffner ;ef'coeff' +or ;x an! ;, +rom Moo!,Ds chart for a =

0'$

Coeff' +or ;x

=

0'557

Coeff' +or ;,

=

0'.73$

Moment o:er stiffner !&e to compressi:e stress *) '1'L' (6mm) = (;x x 2) x c x  = Moment = M- (6mm) = '1'L' x a 2  2 = 2) '1'L' (6mm) = (;, x 2) x c x a

=

Moment = M- (6mm) = '1'L' x  2  2 = Moment o:er stiffner !&e to tension in olt 3) %ension in single olt = %s (86) = t  6 = Moment = M5 (6mm) = %s x a  2 = ;/+N %hickness of stiffner = tst (mm) =  x max (M -M5

C>61H%H>6 Hf e ? L %hen = * Hf e = L %hen = 2 Hf e E L %hen = 3

e=L/6

eL/6 3

tAo a!Bacent e!ges are fixe!

ss&mine height of stiffner = hs (mm)

=

;/+N ;/+N ;/+N ;/+N

;/+N

 hs2 x  c

=

;/+N

83E69

*200