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span L1

D= 250 mm  b= 1000 mmL1 7.64 m d'= 25.00 m

L2 6.60 m d= 225 mm

col size 0.345 m Ln 7.30kN/m2

w(unit load 12.20kN/m2 !ck 25N/mm2

535."3 #N$m !% 500N/mm2

&o1.5= 03.)) #N$m *+=&+ 3.2 m

*,L-&N + &DDL +

*,L-&N + &DDL +

0."50.75 0.350."0 0."50.25 0.350.)0($e (4e ($e (4e

118.69 51.13 39.56 34.09

2.3) 1.01 0.7 0."7

0."1 0.2) 0.1 0.1"

133.)0 5).) )20.12 35.5

12 10 12 10

12.00 7.00 ).00 5.00

3.33 1)2." 250.00 200.00

75.00 125.00 6educe dia 6educe dia

100 200 200 200

1131 33 5"5 33

0.50 0.17 0.25 0.17

check check ok ok  

8 8 8 8

200 200 200 200

251 251 251 251

1382 644 565 393

&o=wL2Ln2/

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flat slab

input ata

in this colu!  span L2

D= 250 mm b=L1 "."0 m d'=

L2 7.") m d=

col size 0.35 m Ln

w(unit load 12.20kN/m2 !ck  

)55.5 #N$m !%

&o1.5= "3.77 #N$m *+=&+

*,L-&N + &DDL

*,L-&N + &DDL

0."50.75 0.350."0 0."50.25($e (4e ($e

moment 87.26 37.59 29.09

"u/b2 1.72 0.7) 0.57

pt 0.)3 0.1 0.1)

#st 7".2 3.35 305.")

$ia 12 10 12

ba! 5 3

spacin% 115.7 17.1" 370.0)

spa&!e'ui!e 100.00 6educe dia 6educe dia

spacin%&( 100 200 200

#st&()*+ 1131 33 5"5

pt&()*+ 0.50 0.17 0.25

ok check ok  

,-t!a #st &(!o.

$ia 12 8 12

spacin%&( 150 200 150

#st&()*+ 75) 251 75)

otal #st&p!o   1131 644 565

&o=wL2Ln2/

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1000 mm35 mm

215 mm

".2"kN/m2

25N/mm2

500N/mm2

3.30 m

 +

 +

0.350.)0(4e

25.06

0.50

0.12

2"2.2

10

3

2.)5

6educe dia

200

33

0.17

ok 

8

200

251

393

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8

10

12

16

8 8 20

10

12

16

20

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D= 200 mm  b= 1000 mm

d'= 25 mm d= 175 mm

!ck  25N/mm2 !% 500N/mm2

o +teel 8ottom +teel1

64.44 52.55

*,L +L98 *,L +L98

($e1.5 ($e0.5 (4e1.2 (4e0.

moment 96.66 32.22 63.06 42.04

"u/b2 3.1" 1.05 2.0" 1.37

pt 0.1 0.255 0.530 0.33

#st 1542.21 446.22 927.00 592.67

$ia 12 10 14 12 12

spa 100 200 150 100 200

#st&( 1131 33 10)7 1131 5"5

pt &p 0.")" 0.22) 0.5 0.")" 0.323

column slab

pt 0.530 0.339

fs 237.697127 303.94017

MF 1.25 0 1.1 0

1.25 0.530 1.1 0.339

0 0.530 0 0.339span 5687.5 5005

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Punching shear / two

Square column

Size of th panel Size of col./ dropwidth length width

5.59 m 7.19 m 5! mm

Shear area "9.# m$

%otal factored slab load 1&.5! '(/m$

%otal shear force &57 '(

Shear stress 1."" (/mm$

)hec* %hic*ness is +.'.

)ircular column

Size of th panel

width length5.5" m 7.19 m ,iameter

Shear area "9.71 m$

%otal factored slab load 1&.5! '(/m$

%otal shear force &5" '(

Shear stress 1.97 (/mm$

)hec*

Size of col./ dro

he

)hange the thic*ness of slab orshear reinforceme

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ay shear in flat slab

panel ,epth of slab / dropength

5! mm $5! mm

c* "! (/mm$

Perimeter $$! mm

,epth of slab / drop

5! mm $!! mm

c* $! (/mm$

Perimeter 19# mm

0nter the -alues in the cellswhich has green fonts

panel/colunm

d

0nter the -alues in the cellswhich has green fontsdrop or pro-ide

ts

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15

20

25

30

35

40

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Width (b) 1!!! mm Total Depth (D)

Cover (d') 25 mm d-effective (d)

Moment(m) 7.1 K-m Factor  

M - !lt (M!) 7.1

Concrete "rade (fc#) 2$ %teel "rade (f&)

t re!ired (t) !.$"! M!bd2

 *st re!ired (*st) $19 $+,

Dia of bar . o+ %pacin"

/ 2$$

 *st provided $!1 $51

fs $&$ $!9

Modification factor 0+/5 0+0

%pan (l) $755 $!9!

b

D d

Ast

mm2

mm2

c

 

c

 

c

 

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1$! mm

95 mm

0

K-m

15 mm2

0nter -alues inthis colour 

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8 15

10 20

12 25

16 30

20 35

25 40

32 45