Deflection
Eurocode 2 has two alternative methods for checking deflection. Either:
 a limiting spantodepth ratio may be used or
 the theoretical deflection can be assessed using the expressions given in the Code
The spantoeffectivedepth (L/d) method
In simple terms, the current EN1992 L/d method means verifying that:
Allowable L/d = N x K x F1 x F2 x F3 ≥ actual L/d


where
N =

basic spantoeffectivedepth ratio derived for K = 1.0 and p'. from the formulae :


if ρ_{0} ≤ ρ
N = L/d = K[11 + 1.5f_{ck}^{0.5} ρ_{ 0}/ ρ + 3.2 f_{ck}^{0.5}(ρ_{ 0}/ ρ – 1)^{1.5}]
or if ρ_{0} > ρ
N = L/d = K[11 + 1.5 f_{ck} 0.5 ρ_{0}/( ρ – ρ') + f_{ck}^{0.5}(ρ'/ ρ_{0})^{0.5}/12]

For ρ’ =0, N may be determined from Figure 1

where



L =

span

d =

effective depth

ρ_{0} =

f_{ck}^{0.5}/1000

ρ =

A_{s,req}/bd

ρ_{’} =

A_{s2}/bd

K =

factor to account for structural system. See Table 1

F1 =

factor to account for flanged sections.
When b_{eff}/b_{w} = 1.0, factor F1 = 1.0. When b_{eff}/b_{w} is greater than 3.0, factor F1 = 0.80. For values of b_{eff}/b_{w} between 1.0 and 3.0, interpolation may be used. .

F2 =

factor to account for brittle partitions in association with long spans. Generally
F2 = 1.0 but if brittle partitions are liable to be damaged by excessive deflection, F2 should be determined as follows:
a) in flat slabs in which the longer span is greater than 8.5 m, F2 = 8.5/l_{eff}
b) in beams and other slabs with spans in excess of 7.0 m, F2 = 7.0/l_{eff}

F3 =

factor to account for service stress in tensile reinforcement = 310/s_{s}^{1,3a}.
It is considered conservative to assume that 310/s_{s }= 500 A_{s,prov}/(f_{yk}A_{s,req})
where
s_{s }= tensile stress in reinforcement at midspan (at support for cantilevers) under design load at SLS.

Notes

 In MC2010 this expression is given in Expression (7.623) as 250/s_{s }= 500 A_{s,prov}/(f_{yk}A_{s,req})
 Factors F1, F2 and F3 have been used here for convenience, they are not symbols used in EN199211.
 According to the Notes to Table NA.5 of the UK NA,
 the ratio, F3, is restricted to ≤ 1.5 where s_{s} is calculated using the characteristic value of serviceability load.
 Warnings are given that the values of K may not be appropriate when formwork is struck at an early age.
 L/d may not exceed 40K.



Figure 7 Basic spantoeffectivedepth ratios, N, for K = 1, ρ' = 0





Extract from 'How to Design Concrete Structures using Eurocode 2' (page 29, figure 7)
Table 1
K factors to be applied to basic ratios of span to effective depth for structural system

Element

K

Simply supported beams or slabs

1.0

End span of continuous beams or slabs

1.3

Interior spans of continuous beams or slabs

1.5

Flat slabs (based on longer span)

1.2

Cantilevers

0.4

The use of L/d method ‘will be adequate for avoiding deflection problems in normal circumstances’
The rigorous method of assessing deflection
A section will crack if it experiences a serviceability moment exceeding its moment capacity at the time, M_{cr(t)}. If a section is cracked, then its inertia is much less than that of the uncracked section and so curvature is much greater in cracked sections. Cracked sections and greater degrees of cracking lead to larger curvatures and deflections. See Figure 3.
Figure 3 Typical moment  curvature response
Economically designed horizontal elements act somewhere between wholly uncracked and wholly cracked. Slabs tend to be less highly stressed and are cracked along only part of their spans. Beams tend to be highly stressed and cracked along much of their spans. Actions are applied at different times and these actions may or not cause cracking depending upon the flexural tensile strength of the concrete at the time. Once cracked, a section is assumed to stay cracked but some tensile stiffening occurs in the concrete between cracks. So the mean inertia of the segment is somewhere between those for wholly uncracked or fully cracked sections. When considering curvatures, these different actions incur different creep coefficients, which affect the applicable effective modulus of the concrete used in assessing curvatures.
EN 199211 (and MC2010) states that an adequate prediction of behaviour and the mean curvature in a discreet element is given by
1/r_{m} = ζ(ψ_{2}+ψ_{2cs}) + (1 ζ)(ψ_{1}+ψ_{1cs})
where
r_{m} = mean radius
z = 1 b(M_{cr}/M)^{2}
where
b = 1.0 for short –term and 0.5 for longterm loading. For construction loads, conservatively b = 0.70[14]
M_{cr} = cracking moment
M = Moment
y_{1} = M/E_{ceff}I_{1} = curvature of uncracked section
y_{2} = M/E_{ceff}I_{2} = curvature of cracked section
where
E_{ceff} = E_{cm}/(1+ f)
where
E_{cm} = modulus at 28 days
f = creep coefficient
I_{1}, I_{2} = inertias
y_{1cs}, y_{2cs} = shrinkage curvatures

Curvature in a simply supported slab
This ‘rigorous’ method is described in greater detail elsewhere e.g. Concrete Society. Deflections in concrete slabs and beams, (2005) TR 58, or 'How to design concrete structures using Eurocode 2: Deflection Calculations'. It is backed by site based research.
Greater accuracy may be achieved by considering small increments of span and computing relevant curvatures and thus overall deflections. The method involves numerical integration, which is tedious by hand but can, of course, be undertaken by computer, notably by spreadsheet software.