Panel 4 .pdf

BS8110 REF

CALCULATIONS

OUTPUT

SLAB PANEL P4

2225 mm
3150 mm

TWO-WAY SPANNING SLAB





Longer span of slab
Shorter span of slab
Thickness of slab





Characteristic strength of concrete
Characteristic strength of steel
Density of concrete
Diamater of steel proposed

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

2
410 N/mm
3
2400 kg/m
12 mm

cover = 1½hr > 1hr








Self weight of slab
Finishes
Partitions [minimum]
Characteristic dead load
Characteristic imposed load
3.2.1.2.2

3.15 m
2.23 m
150 mm
2
25 N/mm

3.6 KN/m



cover
Fire resistance OK

20 mm

2

1.2 KN/m2
1 KN/m

2
2

5.8 KN/m

3 KN/m2

12.92
Design load [1.4gk +1.6qk]
DESIGN MOMENTS AND REINFORCEMENTS
1.416
Aspect ratio of slab
SHORT SPAN [SUPPORT]
0.075
Support moment coefficient
4.773
Support moment
124
Effective depth of beam ,
[d]
M
0.0124
K
bd2 fcu
0.95
Lever arm, z,
117.80
M
Area of steel required,
As
0.95 f y z

KN/m2





gk
qk
n

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











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

K



[d]
M
bd2 fcu

Lever arm, z,
Area of steel required,

As

KNm
mm

d
mm




104 mm2









0.056
3.558 KNm
124 mm



195 mm

Provide

Y 12 at 300



2

2
377 mm

0.0093
0.95 d
117.80 mm

M
0.95 f y z

78 mm2

Provide

Y 12

at 300
2
377 mm



BS8110 REF

CALCULATIONS

OUTPUT

LONG SPAN [SUPPORT]



0.045
Table 3.14
Support moment coefficient
2.878 KNm
Table
3.14
Support
moment
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

Effective depth of beam ,
3.4.4.4
3.4.4.4
3.4.4.4

K



[d]
M
bd2 fcu

Lever arm, z,

As

Area of steel required,









112 mm
0.0092
0.95 d
106.40 mm

M
0.95 f y z




69 mm2

Provide

Y 12 at 300
377 mm

2

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









0.034
2.175 KNm
112 mm
0.0069
0.95 d
106.40 mm
M
0.95 f y z



Provide

52 mm2

Y 12

at 300

mm

377

2

2
377 mm

BS8110 REF

CALCULATIONS

OUTPUT

DEFLECTION CHECK
Table 3.9

Basic minimum effective depth for short
span
Moment redistribution factor








Tension reinforcement area provided
Tension reinforcement area required
Design service stress

85.6 mm
1.0

fs



377 mm

78 mm2

2 f y Asreq


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

2

0.55

3Asprov

*

1

b

56.20 N/mm2

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





372 mm



124 mm

OK

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