The serviceability limit states covered by Eurocode 2 are;
– Stress limitation (section 7.2)
– crack control (section 7.3) and
– deflection control (section 7.4)
(1)P Cracking shall be limited to an extent that will not impair the proper functioning or durability of the structure or cause its appearance to be unacceptable.
(2) Cracking is normal in reinforced concrete structures subject to bending, shear, torsion or tension resulting from either direct loading or restraint or imposed deformations.
(3) Cracks may also arise from other causes such as plastic shrinkage or expansive chemical reactions within the hardened concrete. Such cracks may be unacceptably large but their avoidance and control lie outside the scope of this Section.
(4) Cracks may be permitted to form without any attempt to control their width, provided they do not impair the functioning of the structure.
(5) A limiting calculated crack width, wmax, taking into account the proposed function and nature of the structure and the costs of limiting cracking, should be established.
In Eurocode 2 cracking is controlled in the following ways:
• Minimum areas of reinforcement Cl 7.3.2 & Exp (7.1)
• Limiting crack widths.
wkmax is determined from Table 7.1N (in the UK from Table NA.4)
These limits can be met by either:
– ‘deemed to satisfy’ rules (Cl. 7.3.3)
– direct calculation (Cl. 7.3.4) – design crack width is wk
Note: slabs ≤ 200mm depth are OK if As,min is provided.
A little consideration will however show that the deemed to satisfy rules are more handy and applicable for all design purposes. A solved example on application of deemed to satisfy rules is presented in this post.
Let us consider a simply supported slab in a proposed office building. The thickness of the slab is 150 mm, and the dead load on the slab gk = 5.6 kN/m2, and the live load qk is 3 kN/m2. The area of steel required is 698 mm2/m, and the area of steel provided is 753 mm2/m. (T12@150mm). Verify if the slab meets the cracking requirement according to Eurocode 2 limiting the crack width to 0.3mm.
In order to use Tables 7.2N or 7.3N of EC2, we need to determine the service stress in the bars by;
Service stress/Ultimate stress = [(Gk + ψ2Qk,1)/(γGGk + γQQk,1)] × (1/δ)
ψ2 = 0.3 (see table below)
γG = 1.35
δ = 1.0
Service stress/Ultimate stress = (5.6 + 0.3 × 3)/(1.35 × 5.6 + 1.5 × 3) = 0.5389
The stress in the reinforcement under quasi-permanent loading is given by;
σs = 0.5389 × 0.87fyk × (As,req / As,prov) = 0.5389 × 0.87 × 460 × (698/753) = 199.94 Mpa
From Tables 7.2 and 7.3 of EC2;
From table, maximum bar size = 25 mm
Maximum bar spacing = 250 mm
Therefore the size of the reinforcement spacing of the rebars is sufficient to limit the cracking of the slab to 0.3 mm.
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