Cantilever slabs are common features in buildings due to the need to have bigger spaces at upper floors. To achieve this, architects normally extend the slab beyond the ground floor building line, thereby forming a cantilever. In this post, we are going to show how we can analyse and design cantilever slabs subjected to floor load and block work load.

Solved Example

A cantilever slab 200 mm thick is 1.715m long, and it is supporting a blockwork load at 1.0m from the fixed end. Design the slab using the data given below;

Purpose of building - Residential

f

_{ck}= 25 Mpa

f

_{yk}= 460 Mpa

Concrete cover = 25 mm

Height of block wall = 2.75 m

Unit weight of concrete = 25 kN/m

^{3}

Unit weight of block with renderings = 3.75 kN/m

^{2}

**Load Analysis**

Self weight of slab = (25 × 0.2) = 5 kN/m

^{2}

Finishes (assume) = 1.2 kN/m

^{2}

Partition allowance = 1.0 kN/m

^{2}

Total characteristic permanent action (pressure load) gk = 7.2 kN/m

^{2}

Permanent action from wall Gk = 3.75 × 2.75 = 10.3125 kN/m

Variable action on slab qk = 1.5 kN/m

^{2}

At ultimate limit state;

n = 1.35gk + 1.5qk

n = 1.35(7.2) + 1.5(1.5) = 11.97 kN/m

^{2}

Ultimate load from wall = 1.35 x 10.3125 = 13.92 kN/m

**Design Forces**

M

_{Ed}= (13.92 × 1) + (11.97 × 1.715

^{2})/2 = 31.523 kNm

V

_{Ed}= (13.92) + (11.97 × 1.715) = 34.45 kN

**Flexural design**

M

_{Ed}= 31.523 kNm

Effective depth (d) = h – C

_{nom}– ϕ/2 - ϕlinks

Assuming ϕ12 mm bars will be employed for the main bars

d = 200 – 25 – 6 = 169 mm

k = M

_{Ed}/(f

_{ck}bd

^{2}) = (31.523 × 10

^{6})/(25 × 1000 × 169

^{2}) = 0.044

Since k < 0.167, no compression reinforcement required

z = d[0.5+ √(0.25 - 0.882K) ]

z = d[0.5+ √(0.25 - 0.882(0.044))] = 0.95d

A

_{s1}= M

_{Ed}/(0.87f

_{yk}z) = (31.523 × 10

^{6})/(0.87 × 460 × 0.95 × 169) = 490 mm

^{2}/m

Provide X12@200 c/c TOP (AS

_{prov}= 565 mm

^{2}/m)

**Check for deflection**

ρ = A

_{s,prov}/bd = 565 / (1000 × 169) = 0.0033

ρ

_{0}= reference reinforcement ratio = 10

^{-3}√(f

_{ck}) = 10

^{-3}√(25) = 0.005

Since if ρ ≤ ρ

_{0};

L/d = K [11 + 1.5√(f

_{ck}) ρ

_{0}/ρ + 3.2√(f

_{ck}) (ρ

_{0}/ ρ - 1)

^{(3⁄2)}

^{}k = 0.4 (Cantilevers)

L/d = 0.4 [11 + 1.5√(25) × (0.005/0.0033) + 3.2√(25) × [(0.005 / 0.0033) - 1]

^{(3⁄2)}

L/d = 0.4[11 + 11.363 + 5.9159] = 11.311

β

_{s}= (500 As

_{prov})/(f

_{yk}As

_{req}) = (500 × 565) / (460 × 490) = 1.253

Therefore limiting L/d = 1.253 × 11.311 = 14.172

Actual L/d = 1715/169 = 10.147

Since Actual L/d (10.147) < Limiting L/d (14.172), deflection is satisfactory.

**Exercise for Students**

*(1) Provide distribution bars*

*(2) Verify the section for shear*

*(3) Check for cracking*

*(4) Do the detailing sketches*

Thank you for visiting Structville today, and God bless.

why unit weight of concrete = 25kN/m3?

ReplyDeleteIt's obvious you're not familiar with RC design to Eurocodes (BS EN 1991-1-1:2002). The bulk density of normal weight concrete(24kN/m³) which you know from BScodes was increased to account for embedded reinforcements and it's stated as 25kN/m³ for 'reinforced normal weight concrete'.

DeleteIt`s prette much the same as we calculate in Ukraine.

ReplyDeleteHelpful. Thanks

ReplyDelete