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DESIGN OF PANEL P10 (DESIGN AS A TWO WAY SPANNING SLAB)

DURABILITY AND FIRE RESISTANCE:

Nominal cover for mild conditions of expoure = 20 mm

Maximum fire resistance for 150 mm slab with 20 mm cover 1 hr COVER

MATERIAL PROPERTIES:

Charaterestic strenght of concrete = 25 N/mm2

Charaterestic strenght of steel = 410 N/mm2

self weigth of concrete = 24 kN/m3

Basic span - effective depth ratio for contineous one way slab = 26

Try slab depth of 150 mm h =

Effective depth of slab = 124 mm

DESIGN OF PANEL P5 (DESIGN AS A TWO WAY SPANNING SLAB)

L y / Lx = 1.4 Lx (m) = 3.83

L y (m) = 5.26

LOADING:

Self weight of slab = 3.6 kN/m2

Finishes and Partitions= 2.2 kN/m2

Charaterestic dead load = 5.8 kN/m2

Charaterestic imposed load = 1.5 kN/m2

Design load = n = (1.4Gk + 1.6Qk) = 10.52 kN/m width n =

MOMENT CO-EFFICIENTS:

The case considered here is that of an Edge panel

βsx βsy

Negetive moment at contineous edge 0.081 0.000

Positive moment at mid-span 0.06 0.044

BENDING MOMENTS:

Negetive moment at contineous edge

Moment Mx = βsxnL2x = 12.50 kNm

Moment M y = βsynL2x = 0.00 kNm

Positive moment at mid-span

Moment Mx = βsxnL2x = 9.26 kNm

Moment M y = βsynL2x = 6.79 kNm

BENDING - SHORT SPAN:

Mid-span design:

M / bd2fcu = k 0.024

Lever arm z = d(0.5 + √(0.25 - k/0.9) 121Area of reinforcement required As = M / 0.87 f y z = 215 mm2

Provide 12 @ 300c/c Asprov = 377 mm2 Asprov =

OR 16 @ 300c/c Asprov = 670 mm3

Continous edge design:

M / bd2fcu = k 0.033

Lever arm z = d(0.5 + √(0.25 - k/0.9) 119

Area of reinforcement required As = M / 0.87 f y z = 294 mm2

Provide 12 @ 300c/c Asprov = 377 mm2 Asprov =

OR 16 @ 300c/c Asprov = 670 mm3

DEFLECTION:

M / bd

2

= 0.60Service stress fs= 2F yAs/3Asprov = 156.05 N/mm2

Modification factor = 2.33 ≤ 2.0 2

3.3

table 3.4, 3.5

5.2.4

table 3.13

table 3.14

3.5.3.7

3.4.6

table 3.11

BS 8110



DESIGN OF PANEL P1 (DESIGN AS A TWO


Nominal cover for mild conditions of expoure =

Maximum fire resistance for 150 mm slab


Charaterestic strenght of concrete =

Charaterestic strenght of steel =

self weigth of concrete =

Basic span - effective depth ratio for contineous

Try slab depth of

Effective depth of slab =


L y / Lx = 1.4

LOADING:

Self weight of slab =

Finishes and Partitions=

Charaterestic dead load =

Charaterestic imposed load =

Design load = n = (1.4Gk + 1.6Qk) =





BENDING MOMENTS:


Moment Mx = βsxnL2x =

Moment M y = βsynL2x =





3.3

table 3.4, 3.5

5.2.4

table 3.13

table 3.14

3.5.3.7

BS 8110



Mid-span design:

M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = dxla

Area of reinforcement required As = M / 0.87 f y

Provide 12 @ 200

c

/c


M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = lad


Provide 12 @ 200c/c

DEFLECTION:

M / bd2 =

Service stress fs= 2F yAs/3Asprov =

Modification factor =

Allowable Span/effective depth ratio =

Actual Span/effective depth ratio =

BENDING - LONG SPAN:

Mid-span design:

M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = d(0.5 + √(0.25 - k/0.9)


Provide 12 @ 200c/c


M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = lad


Provide 12 @ 200c/c

θ/Spacing 125 150 200

12 905 754 566

16 1609 1341 1005

3.4.6

table 3.11



AY SPANNING SLAB)

20 mm

ith 20 mm cover 1 hr COVER = 20 mm

25 N/mm2

410 N/mm2

24 kN/m3

ne way slab = 26

150 mm h = 150 mm

124 mm

AY SPANNING SLAB)

Lx (m) = 3.83

L y (m) = 5.26

3.6 kN/m2

2.2 kN/m2

5.8 kN/m2

1.5 kN/m2

10.52 kN/m width n = 10.52 kN/m width

βsx βsy

0.081 0.000

0.06 0.044

12.50 kNm

0.00 kNm

9.26 kNm

6.79 kNm

OUTPUT



0.024

0.97

118

z = 220 mm2

Asprov = 566 mm Asprov = 566 mm2

0.033

0.962

118

z = 297 mm2

Asprov = 566 mm2 Asprov = 566 mm2

0.60

106.50 N/mm2

2.61 ≤ 2.0 2

52.00

30.89 Deflection OK

0.018

0.980

118

z = 162 mm2


0.000

0

124

z = 0 mm2


250 300

452 377

804 670












Try slab depth of



L y / Lx = 1.6

LOADING:










BENDING MOMENTS:








3.3

table 3.4, 3.5

5.2.4

table 3.13

table 3.14

3.5.3.7

BS 8110



Mid-span design:

M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = dxla


Provide 12 @ 200

c

/c


M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = lad


Provide 12 @ 200c/c

DEFLECTION:

M / bd2 =






Mid-span design:

M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = d(0.5 + √(0.25 - k/0.9)


Provide 12 @ 250c/c


M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = lad


Provide 12 @ 200c/c

θ/Spacing 125 150 200

12 905 754 566

3.4.6

table 3.11



AY SPANNING SLAB)

20 mm


25 N/mm2

410 N/mm2

24 kN/m3

ne way slab = 26

150 mm h = 150 mm

124 mm

AY SPANNING SLAB)

Lx (m) = 3.23

L y (m) = 5.26

3.6 kN/m2

2.2 kN/m2

5.8 kN/m2

1.5 kN/m2


βsx βsy

0.066 0.037

0.045 0.028

7.24 kNm

4.06 kNm

4.94 kNm

3.07 kNm

OUTPUT



0.013

0.99

118

z = 118 mm2


0.019

0.979

118

z = 172 mm2


0.32

56.81 N/mm2

3.42 ≤ 2.0 2

52.00

26.05 Deflection OK

0.008

0.991

118

z = 73 mm2


0.011

0.988

123

z = 93 mm2


250 300

452 377












Try slab depth of



L y / Lx = 1.6

LOADING:










BENDING MOMENTS:








3.3

table 3.4, 3.5

5.2.4

table 3.13

table 3.14

3.5.3.7

BS 8110



Mid-span design:

M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = dxla


Provide 12 @ 200

c

/c


M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = lad


Provide 12 @ 200c/c

DEFLECTION:

M / bd2 =






Mid-span design:

M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = d(0.5 + √(0.25 - k/0.9)


Provide 12 @ 200c/c


M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = lad


Provide 12 @ 200c/c

θ/Spacing 125 150 200

12 905 754 566

16 1609 1341 1005

3.4.6

table 3.11



AY SPANNING SLAB)

20 mm


25 N/mm2

410 N/mm2

24 kN/m3

ne way slab = 26

150 mm h = 150 mm

124 mm

AY SPANNING SLAB)

Lx (m) = 3.83

L y (m) = 6.23

3.6 kN/m2

2.2 kN/m2

5.8 kN/m2

1.5 kN/m2


βsx βsy

0.064 0.000

0.048 0.034

9.88 kNm

0.00 kNm

7.41 kNm

5.25 kNm

OUTPUT



0.019

0.98

118

z = 176 mm2


0.026

0.971

118

z = 235 mm2


0.48

85.20 N/mm2

2.91 ≤ 2.0 2

52.00

30.89 Deflection OK

0.014

0.985

118

z = 125 mm2


0.000

0

124

z = 0 mm2


250 300

452 377

804 670












Try slab depth of



L y / Lx = 1.3

LOADING:










BENDING MOMENTS:








3.3

table 3.4, 3.5

5.2.4

table 3.13

table 3.14

3.5.3.7

BS 8110



Mid-span design:

M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = dxla


Provide 12 @ 200

c

/c


M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = lad


Provide 12 @ 200c/c

DEFLECTION:

M / bd2 =






Mid-span design:

M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = d(0.5 + √(0.25 - k/0.9)


Provide 12 @ 250c/c


M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = lad


Provide 12 @ 200c/c

θ/Spacing 125 150 200

12 905 754 566

3.4.6

table 3.11



AY SPANNING SLAB)

20 mm


25 N/mm2

410 N/mm2

24 kN/m3

ne way slab = 26

150 mm h = 150 mm

124 mm

AY SPANNING SLAB)

Lx (m) = 3.83

L y (m) = 5.09

3.6 kN/m2

2.2 kN/m2

5.8 kN/m2

1.5 kN/m2


βsx βsy

0.076 0.000

0.057 0.044

11.73 kNm

0.00 kNm

8.80 kNm

6.79 kNm

OUTPUT



0.023

0.97

118

z = 209 mm2


0.031

0.965

118

z = 279 mm2


0.57

101.17 N/mm2

2.68 ≤ 2.0 2

52.00

30.89 Deflection OK

0.018

0.980

118

z = 162 mm2


0.000

1.000

0

z = 0 mm2


250 300

452 377












Try slab depth of



L y / Lx = 1.4

LOADING:










BENDING MOMENTS:








3.3

table 3.4, 3.5

5.2.4

table 3.13

table 3.14

3.5.3.7

BS 8110



Mid-span design:

M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = dxla


Provide 12 @ 200

c

/c


M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = lad


Provide 12 @ 200c/c

DEFLECTION:

M / bd2 =






Mid-span design:

M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = d(0.5 + √(0.25 - k/0.9)


Provide 10 @ 200c/c


M / bd2fcu = k

la= 0.5 + √(0.25 - k/0.9 ≤0.95

Lever arm z = lad


Provide 10 @ 200c/c

θ/Spacing 125 150 200

12 905 754 566

16 1609 1341 1005

3.4.6

table 3.11



AY SPANNING SLAB)

20 mm


25 N/mm2

410 N/mm2

24 kN/m3

ne way slab = 26

150 mm h = 150 mm

124 mm

AY SPANNING SLAB)

Lx (m) = 2.78

L y (m) = 3.77

3.6 kN/m2

2.2 kN/m2

5.8 kN/m2

1.5 kN/m2


βsx βsy

0.074 0.045

0.055 0.034

6.02 kNm

3.66 kNm

4.47 kNm

2.76 kNm

OUTPUT



0.012

0.99

118

z = 106 mm2


0.016

0.982

118

z = 143 mm2


0.29

51.43 N/mm2

3.53 ≤ 2.0 2

52.00

22.42 Deflection OK

0.007

0.992

118

z = 66 mm2


0.010

0.989

118

z = 87 mm2


250 300

452 377

804 670