Panel 3 (PDF)

BS8110 REF

CALCULATIONS

OUTPUT

SLAB PANEL P3

5225 mm
6225 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

Partitions [minimum]

Characteristic imposed load




Design load [1.4gk +1.6qk]



Characteristic dead load



cover
Fire resistance OK

20 mm

3.6 KN/m2




Finishes

3.2.1.2.2

6.23 m
5.23 m
150 mm
2
25 N/mm

1.2 KN/m2
1 KN/m2
5.8 KN/m2

gk

3 KN/m2

qk

12.92 KN/m2



2
5.8 KN/m




n

2
3 KN/m

2
12.92 KN/m

DESIGN MOMENTS AND REINFORCEMENTS
1.191
Aspect ratio of slab











SHORT SPAN [SUPPORT]
Table 3.14
Table 3.14

Support moment coefficient
Support 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,

As

Area of steel required,

0.0508
0.94 d
116.55 mm

M
0.95 f y z

430 mm2

Provide

Y12 at



195 mm2

Minimum reinforcement area
BS8110 REF

0.055
19.540 KNm
124 mm

CALCULATIONS

200
2
566 mm

OUTPUT

SHORT SPAN [MIDSPAN]
Table 3.14
Table 3.14

Midspan moment coefficient
Support moment
Effective depth of beam ,

3.4.4.4

K
3.4.4.4
3.4.4.4



[d]

M
bd2 fcu

Lever arm, z,
Area of steel required,

As


























0.041
14.632 KNm
124 mm
0.0381
0.95 d
117.80 mm

M
0.95 f y z

319 mm2

Provide

Y 12 at 250

2
453 mm



BS8110
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LONG SPAN [SUPPORT]
Table 3.14
Table 3.14

Support moment coefficient
Support moment
Effective depth of beam ,

3.4.4.4

K
3.4.4.4
3.4.4.4



Lever arm, z,

[d]

M
bd2 fcu

Area of steel required,

As








0.037
13.051 KNm
112 mm



0.0416
0.95 d
106.40 mm

M
0.95 f y z



315 mm2

Provide

Y12 at

Provide

Y12

250
2
453 mm

LONG SPAN [MIDSPAN]
Table 3.14
Table 3.14

Midspan moment coefficient
Support moment
Effective depth of beam ,

3.4.4.4

K
3.4.4.4
3.4.4.4

Lever arm, z,



[d]

M
bd2 fcu

Area of steel required,

As









0.028
9.876 KNm
112 mm
0.0315
0.95 d
106.40 mm

M
0.95 f y z



238 mm2

at 300
2
377 mm

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

201.0 mm
1.0




fs


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





453 mm2
319 mm2
2 f y Asreq
3Asprov

*

1

b

192.6019265 N/mm2

0.55 

(477  fs )
 2.0
M
)
bd2

120(0.9 

1.83

109.8180434
mm


372 mm



124 mm

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