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BS8110 REF

CALCULATIONS

OUTPUT

SLAB PANEL P1

3150 mm
5225 mm

TWO-WAY SPANNING SLAB
Longer span of slab
Shorter span of slab
Thickness of slab
Characteristic strength of concrete

5.23
3.15
150
25

Characteristic strength of steel
Density of concrete
Diamater of steel proposed

410 N/mm
3
2400 kg/m
12 mm





Table 3.3
Table 3.4







3.3 DURABILITY AND FIRE RESISTANCE
Nominal cover for mild conditions of exposure = 20mm
Max fire resistance of 150mm slab with 20mm
LOADING ON SLAB

Finishes
Partitions [minimum]
Characteristic dead load
Characteristic imposed load
3.2.1.2.2

2

cover = 1½hr > 1hr








Self weight of slab

m
m
mm
2
N/mm

3.6 KN/m

2

1.2 KN/m

2

1 KN/m

2



cover
Fire resistance OK

5.8 KN/m2

gk

3 KN/m2

qk

12.92
Design load [1.4gk +1.6qk]
DESIGN MOMENTS AND REINFORCEMENTS
1.659
Aspect ratio of slab
SHORT SPAN [SUPPORT]
0.084
Support moment coefficient
10.738
Support moment
124
Effective depth of beam ,
[d]
M
0.0279
K
bd2 fcu
0.95
Lever arm, z,
117.80

KN/m2





n

20 mm

2
5.8 KN/m
2
3 KN/m
2
12.92 KN/m



Table 3.14
Table 3.14
3.4.4.4
3.4.4.4
3.4.4.4











Area of steel required,

As




Minimum reinforcement area
SHORT SPAN [MIDSPAN]
Table 3.14
Table 3.14

Midspan moment coefficient
Midspan moment
Effective depth of beam ,

3.4.4.4
3.4.4.4
3.4.4.4

BS8110 REF
Table 3.14
Table 3.14

K



[d]
M
bd2 fcu

Lever arm, z,
Area of steel required,

LONG SPAN [SUPPORT]
Support moment coefficient
Support moment
Effective depth of beam ,

As












KNm
mm

d
mm

M
0.95 f y z

234 mm

2

195 mm2

[d]

Y 12 at 250



2
453 mm

0.063
8.046 KNm
124 mm
0.0209
0.95 d
117.80 mm

M
0.95 f y z
175 mm

2

Provide


CALCULATIONS





Provide

0.045
5.769 KNm
112 mm

Y 12

OUTPUT

at 300

2
377 mm

3.4.4.4
3.4.4.4
3.4.4.4

K



M
bd2 fcu

Lever arm, z,

As

Area of steel required,

LONG SPAN [MIDSPAN]
Table 3.14
Table 3.14

Midspan moment coefficient
Midspan moment
Effective depth of beam ,

3.4.4.4
3.4.4.4
3.4.4.4

K



[d]

M
bd2 fcu

Lever arm, z,
Area of steel required,

As






0.0184
0.95 d
106.40 mm

M
0.95 f y z




139 mm









2

Provide

Y 12 at 300

Provide

Y 12

2
377 mm

0.034
4.359 KNm
112 mm
0.0139
0.95 d
106.40 mm
M
0.95 f y z



105 mm

2

377

at 300

mm2

2
377 mm

BS8110 REF
Table 3.9

DEFLECTION CHECK

CALCULATIONS



Basic minimum effective depth for short
span
Moment redistribution factor




Tension reinforcement area required

Table 3.10

Modification factor

3.12.11.2.7

Modified minimum effective depth
CRACKING
Cracking is controlled by limiting bar spacing.

Maximum spacing allowed for reinforcement

121.2 mm
1.0
2
377 mm



Tension reinforcement area provided

Design service stress

OUTPUT

fs








175 mm

2 f y Asreq

0.55

3Asprov

2

*

1
b

127.09 N/mm

2

(477  fs )
 2.0
M
120(0.9  2 )
bd
2.00
60.58 mm





372 mm



124 mm

OK

OK


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