Analysis of Ribbed Slab

C-25 Km 19.00 20.00 21.00 22.00 23.00 24.00 25.00 26.00 27.00 28.00 29.00 30.00 31.00 32.00 33.00 34.00 35.00 36.00 37.00 38.00 39.00 40.00 41.00 42.00 43.00 44.00 45.00 46.00 47.00 48.00 49.00 50.00 51.00 52.00 53.00 54.00 55.00 56.00 57.00 58.00

S-300 Ks 3.95 3.96 3.96 3.97 3.98 3.98 3.99 4.00 4.02 4.03 4.04 4.05 4.06 4.07 4.08 4.09 4.10 4.11 4.12 4.15 4.17 4.18 4.20 4.21 4.24 4.26 4.29 4.31 4.34 4.36 4.39 4.41 4.46 4.49 4.51 4.56 4.62 4.65 4.67 4.73

Design of slab mat fondatiooon P1= P2= Mx= My= P3= P4= Mx= My= S-1= S-2= S-3=

1308.60 1368.00 729.00 849.60 1432.49 982.13 1575.45

P3

P4

P1

P2

B

3.5 A 4 1

2

N.B .For dimensions please refer the drawings a) Calculation of ΣP, exand ey ΣP

8245.27 KN

Μ1,2

17597.73

x=

2.13

MA,B

17265.87

y=

2.09

Eccentricity about the center of the slab ex=

0.13 m

ey=

-0.09 m

b) Calculation of contact pressure σ=ΣP(1/A+-ex*y/Ix+-ey*x/Iy) Ix=

126.00 m4

Iy=

171.50 m4

Mx= My=

775.33 1107.19

σ = 277+-4.82*y+-4.82*x σA1=

247.71

σA2=

273.54

σB1= σΒ2=

226.18 252.00

Mx/Ix=

6.15

My/Iy=

6.46

c)

Calculation of Bending Moment and Determination of the Required Depth to Satisfy the shear stress Divide them in to two equivalent beams A1-B1

σ= 236.94

A2-B2

σ= 262.77

MAB=

290.26 In the short direction

M12=

420.43 In the long direction

M=

295.61 Cantilever

Maximum shear would be the punching shear under the 1306KN 4x(0.4+d)dx641.67=1306 4x(0.4+d)d=

2.04

4d2+1.6d-2.04=0

d= D=

solving the quadratic equation 0.540 m 0.570 m

Reinforcement determination I- short direction Km= Ks=

31.55 4.06

AS=

2182.31

φ 20 140 mm

II- Long direction Km= Ks=

37.97 4.12

AS=

3207.72

φ 20 98 mm

III- Cantilever Km= Ks=

31.84 4.06

AS=

2222.58

φ 20 140 mm

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Design of Ribbed slabs / With Hollow concrete slabs/ Design Date Concrete class- C-25 fck=

20 MPa

fcd=

11.33 MPa

Steel grade S-300 f y=

300 Mpa

fyd=

260.87 Mpa

Use Class I Workmanship HCB size γ= Concrete γ= Floor finish γ= γ= γ= γ=

40x24x20 cm 14 KN/m3 24 KN/m3 23 KN/m3 23 KN/m3 16 KN/m3 27 KN/m3

(Cement screed (Terrazzo tiles) ( PVC tiles) (Marle )

Design procedure The ribs are placed at a clear spacing of 400mm. The Depth of the topping is 60mm and the concrete strength shall be of the same class as that of the ribs.

Loading The function of the building is for office and shop(Mixed use). Therefore the live loading depends on the specific use of the floors. Shop Department sores Offices Restaurants and dining rooms Structural analysis and design

5.00 KN/m2 5.00 KN/m2 3.00 KN/m2 3.00 KN/m2

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References: EBCS 1, 2, 3 ,& 8 Slab Analysis Solid slabs are preferable in areas where soil waste pipes pass. Slabs for first floor and second floor

Panel Type Case No2.= Fck Fyk

20.00

Fcd

300.00

Fyd

11.33

Fck

1

Fyk

260.87 0

S-1

1

βa for 2:1

βa for 1:1

Ratio calc.

βa calc

1

βa for 2:1

30.00

40.00

1.14

38.57

1 -Continuous

30.00

Lx/4

0.88

Lx [m]

Ly [m]

βa calc

3.50

4.00

38.57

Floor finish

5cm Screed

0.06

1.15

L(in)

L(out)

1.70

1.70

Panel Name Depth D-Load Wall Load

0 -Discontinous

S-1

D [mm]

Panel Name

d [mm]

60.00

Depth

36.30

200.00

Weight Ceiling Plaster Other.D.Load 5.00

0.46

Wall Height Wall unit weight 2.70

3.30

q

9.17

Cover [mm]

Live Load

5.00

15.00

r values

0.88 r1

Alpha values

0.00 αxs 0.05

Moment

Wall Load

2.50

Total dead load Design load

D-Load

0.00

r2

19.93 r3

r4

nd

1.33 α ys

1.33 α xf

1.33 α yf

1.00

0.04

0.03

0.03

0.32

Total dead load Live Load Design load

Mxs

Mys

Mxf

Myf

10.98

9.03

8.30

6.83

β

r values Alpha values Moment

k-value

340

280

260

220

ρ

0.13

0.11

0.10

0.08

ρ

Amin[sq.mm]

300

300

300

300

Amin

Ascal [sq.mm]

238

195

179

147

Ascal

Asfinal [sq.mm]

300

300

300

300

Asfinal

# of bars

# of bars

# of bars

# of bars

φ

k-value

φ

10.00

5

5

5

5

10.00

S.max [mm]

400

400

400

400

S.max [mm]

S.calc[mm]

260.00

260.00

260.00

260.00

S.calc [mm]

S.final [mm]

260.00

260.00

260.00

260.00

S.final [mm]

Load Transfer on Beams Shear coeffcient Load on Beams

βvcx

#DIV/0! #VALUE!

βvdx

βvcy

Ly/Lx= 1.14 βvdy

Shear coeffcient

0.00 Rdx

0.36 Rcy

0.24 Rdy

Load on Beams

Total design load

#DIV/0!

N.A.

25.11

16.74

Live Load

#DIV/0!

N.A.

6.30

4.20

Live Load

Dead Load

#DIV/0!

N.A.

11.56

7.71

Dead Load

Note:-

N.A.-Means Not Applicable Fck for C25 is 20Mpa

Structural analysis and design

Total design load

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Analysis and design of staircase Depth determination d= D= Use D= d= θ= Dead load Inclined part

133.52 mm 164.52 mm 200.00 mm 169.00 mm 29.74 o 0.52 rad

Concrete Screeed Marble tread + riser

4.8 0.69 0.54 0.54 6.57 Kn/m2

Total

5 Kn/m2

Live load Pdead=

7.57

Plive=

5.00

Pd=

17.84

Landing part Concrete Screeed Marble Total

Pd=

4.8 0.69 0.54 6.03 Kn/m 3 Kn/m2

Live load 12.64

17.84 12.64

12.64

a

b 1.25

2.52

Reaction determination Taking moment about b) Ra= Rb= Mmax= Mmax=

Structural analysis and design

23.91 57.06 22.01 Kn-m -15.92 Kn-m Km= Ks= 522.81

Ascal= Reinf

12 c/c

1.6

Span Support 27.76 4.02 150 mm

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x 0 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.20 2.40 2.60 2.80 3.00 3.20 3.40 3.60 3.77 3.80 4.00 4.20 4.40 4.60 4.80 5.00 5.20 5.37

M(x) Mmax (4.53) (8.55) (12.07) (15.08) (17.59) (19.59) (20.06) (19.49) (18.21) (16.21) (13.50) (10.08) (5.94) (1.09) 4.47 10.75 17.74 25.44 32.55 30.84 19.76 9.18 (0.89) (10.46) (19.52) (28.07) (36.12) (42.57)

(13.50)

35.00

30.00

25.00

20.00

15.00

10.00

5.00

0.00

-5.00

-10.00 0.00

Structural analysis and design

0.50

1.00

1.50

2.00

2.50

3.00

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Slabs for third floor and fourth floor

Panel Type Case No2.= 20.00

Fcd

11.33

300.00

Fyd

260.87 2.55

1

1.51

βa for 1:1

Ratio calc.

βa calc

40.00

1.14

38.57

Lx/4

0.88

0

S-1

1

1 1 0 -Discontinous

S-1

D [mm]

Lx [m]

Ly [m]

βa calc

3.50

4.00

38.57

d[mm]

60.00

36.30

270.00

Floor finish5cm Screed Weight Ceiling Plaster Other.D.Load 0.06

1.15

6.75

0.35

L(in)

L(out)

h

Wall unit weight

q

1.70

1.70

2.70

3.30

2.50

tal dead load

0.00

10.81

Cover [mm]

3.00

15.00

r1

r2

18.85 r3

r4

nd

0.00 αxs

1.33 α ys

1.33 α xf

1.33 α yf

1.00

0.05

0.04

0.03

0.03

0.32

Mxs

Mys

Mxf

Myf

10.39

8.54

7.85

6.47

170

140

130

110

0.06

0.05

0.05

0.04

417

417

417

417

161

132

121

100

417

417

417

417

# of bars

# of bars

# of bars

# of bars

7

7

7

7

540

540

540

540

180.00

180.00

180.00

180.00

180.00

180.00

180.00

180.00

Load Transfer on Beams

β

βvcx

βvdx

βvcy

Ly/Lx= 1.14 βvdy

0.42

0.00

0.36

0.24

Rcx

Rdx

Rcy

Rdy

27.97

N.A.

23.75

15.84

4.45

N.A.

3.78

2.52

16.04

N.A.

13.62

9.08

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Column D

1.50

2.00

2.50

3.00

3.50

4.00

Structural analysis and design

4.50

5.00

5.50

6.00

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1) Design of Ribbed slabs / With Hollow concrete slabs/ Design Date Concrete class- C-25 fck=

20 MPa

fcd=

11.33 MPa

Steel grade S-300 f y=

300 Mpa

fyd=

260.87 Mpa

Use Class I Workmanship HCB size 40x24x20cm γ= Concrete γ= Floor finish

14 KN/m3

γ=

23 KN/m3

(Cement screed

γ=

23 KN/m3

(Terrazzo tiles)

γ=

16 KN/m

( PVC tiles)

γ=

27 KN/m

(Marle )

24 KN/m3

3 3

2) Design procedure The ribs are placed at a clear spacing of 400mm. The Depth of the topping is 60mm and the concrete strength shall be of the same class as that of the ribs.

Structural analysis and design

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2.1 Loading The function of the building is for hospital. Therefore the live loading depends on the specific use of the floors. Offices

3.00 KN/m2

Wards

3.00 KN/m2

Rib slab Topping 60mm use f 8 c/c200mm

Each rib carry half of the load b/n the ribs Loading Dead load HCB 1.34 KN/m Conc. Topping 0.58 KN/m Plastering 0.29 KN/m PVC tiles 0.02 KN/m Light wt. conc 0.92 KN/m Total 3.14 KN/m Live Load 1.50 KN/m Load carried by end rib Dead load

1.57 KN/m

Live Load

0.75 KN/m

Load carried by intermidiate rib Dead load

3.14 KN/m

Live Load

1.50 KN/m

Analyze and design the rib beams as per the AR requirment

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