# One Way Slab and Two Way Slab Design Step by Step Important Point

## Design Considerations:

### One Way Slab #### 1. Effective Depth (d)

For deflection control

L/d = 20 X M.F

• M.F. Modifiction factor from— IS: 456, p.38.Fig-4
• Assume % steel 0.3 to 0.6%

Fs =  0.58 Fy X (Ast requierd / Ast Provied)

Initially assume that Ast reqierd = Ast Provided

Fy = 250 N/ Sq.mm —– Fs = 0.58 X 250 = 145 N/ sq.mm.

Fy = 415 N/ Sq.mm —– Fs = 0.58 X 415 = 240 N/ sq.mm.

Fy = 500 N/ Sq.mm —– Fs = 0.58 X 500 = 290 N/ sq.mm.

#### 2. Effective Span:

ClearSpan + d

c/c of Supports

Whichever is smaller ——–  as per IS 456-2000 P. 34, CI 22.2.a

#### 3. Reinforcement Requirements

Minimum reinforcement

For Fe-250     Pt = 0.15 % of total C/s area (d x D)

For Fe-415     Pt = 0.12 % of total C/s area (d x D)

For Fe-500     Pt = 0.12 % of total C/s area (d x D) ——–  as per IS 456-2000 P. 48, CI 26.5.2.1

Maximum diameter (Sp 34)

For minbar:

• Plain bars———–10 mm Ø min dia
Deformed bars—–8 mm Ø min dia

For Distribution bars:

• Plain bars———–6 mm Ø min dia
Deformed bars—–6 mm Ø min dia

#### 4. Check for Cracking

For Min Steel:

3d ——— Where. d = Effective depth

300mm

Spacing should not exceed smaller these two values.

For Distribution steel:

5 d

450mm

Spacing should not exceed smaller these two values. ——- IS: 456-2000, P.46

#### 5. Check for Deflection:

Allowable L/d  = 20 X M.F.

• M.F is Obtained from IS:456-200 P-38 Fig 4

Find actual, L/d

If Actual L/d < allowable  L/d ———- Ok

#### 6. Check for Development Length (Ld)

IS 456-2000,P.44, Cl. 26.2.3.3 C

Ld should be ≤ 1.3  (M1/V) + L0

Where

Ld = (Ø.σs / 4 τ bd )—————–σs = 0.87 fy          As per IS 456-200, P.42

50 % of steel is bent up near support. Therefore find M.R for 50 % of steel only

M1 = M.R. for 50% steel support

V = Shear force at the support

L0 = Sum of anchorage beyond the centre of support

d

12  Ø

Take L0 as the smaller of two values.

### Two Way Slab #### 1. Effective Depth (d):

• For deflection control
• L/d = 35 X M.F X 0.8
• M.F. Modifiction factor from— IS: 456, p.38.Fig-4
• Assume % steel 0.3 to 0.6%
• Fs =  0.58 Fy X (Ast requierd / Ast Provied)
• Initially assume that Ast reqierd = Ast Provided
• Fy = 250 N/ Sq.mm —– Fs = 0.58 X 250 = 145 N/ sq.mm.
• Fy = 415 N/ Sq.mm —– Fs = 0.58 X 415 = 240 N/ sq.mm.
• Fy = 500 N/ Sq.mm —– Fs = 0.58 X 500 = 290 N/ sq.mm.

#### 2. Effective Span:

• ClearSpan + d
• c/c of Supports

Whichever is smaller ——–  as per IS 456-2000 P. 34, CI 22.2.a

• Total Load = D.L. + F.L. + L.L.
• Floor Finishing load = (as floor finishing near 1 kn/sq.mm)
• Live load = ( as per calculation)

#### 4. Mid Span Moment:

Corners not held down conditions is given as per IS: 456-2000 P-90 CI D-2

Mx = ax . w . lx. lx

My = ay. w . lx. lx

ax and ay coefficient are obtained from IS 456 tables -26, fig 10.3 shoe nine separate possible arrangement for a two-way restrained slab.

#### 5. Effective Depth of Flexure:

Mu = 0.138 . fck . b.d.d

Heaer find d

Mu = Sp 16 P 10 Table C

Fck = strength of concrete

b = 1 m area required load

#### 6. Reinforcement in  Mild Strip :

Along Lx

• Pt=  50 (fck/fy)x( 1-√(1-(4.6xMu/Fck b.d.d)))
• fck = strenth of concrete
• fy = 415 N/Sq.mm
• Mu = Sp 16 P 10 Table C =0.138 . fck . b.d.d= Mx

Along Lx

• Pt=  50 (fck/fy)x( 1-√(1-(4.6xMu/Fck b.d.d)))
• fck = strenth of concrete
• fy = 415 N/Sq.mm
• Mu = Sp 16 P 10 Table C =0.138 . fck . b.d.d= My

#### 7. Check for Cracking:

Along with Lx:

3d ——— Where. d = Effective depth

300mm

Spacing should not exceed smaller these two values.

Along with Ly:

3d ——— Where. d = Effective depth

300mm

Spacing should not exceed smaller these two values.

#### 8. Check for Deflection:

Allowable L/d  = 35 X M.F.X 0.8

• M.F is Obtained from IS:456-200 P-38 Fig 4

Find actual, L/d

If Actual L/d < allowable  L/d ———- Ok

#### 9. Check for Development Length:

IS 456-2000,P.44, Cl. 26.2.3.3 C

Ld should be ≤ 1.3  (M1/V) + L0

Where

Ld = (Ø.σs / 4 τ bd )—————–σs = 0.87 fy          As per IS 456-200, P.42

50 % of steel is bent up near support. Therefore find M.R for 50 % of steel only

M1 = M.R. for 50% steel support

V = Shear force at the support

L0 = Sum of anchorage beyond the centre of support

d

12  Ø

Take L0 as the smaller of two values.