Panel 4 .pdf

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Title: Structural Design Template (version 1).xlsb
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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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