Eurocode 2 Minimum reinforcement to control cracking - Rectangular cross-sections or webs of profiled sections (box-shaped, I-shaped)

Minimum reinforcement to control cracking of reinforced concrete - Rectangular cross-sections or webs of profiled cross-sections
According to:
EN 1992-1-1:2004+AC2:2010 Section 7.3.2
Applicable for:
High bond reinforcement bars (ribbed)
Supported National Annexes:
Nationally Defined Parameters (NDPs) automatically filled for supported countries
All Calculations
e.g. 30 MPa for concrete class C30/37. For a list of concrete classes see Table of Concrete Design Properties. For bridges, according to EN 1992-2 §7.3.2(105) in calculating the minimum reinforcement to cater for shrinkage the effective tensile strength of concrete fct,eff should not be taken less than 2.9 MPa. This can be effected by selecting concrete compressive strength fck at least equal to 30 MPa corresponding to concrete class C30/37.

It describes the location of the centroid where the stress value σc is applicable. A value of 0.5 corresponds to the middle of the height h. It may be used to describe the centroid of the overall composite cross-section (values smaller than 0 or greater than 1 are possible).
Mean elastic stress acting on the part of the section under consideration (=NEd/A) considering the characteristic values of prestress and axial forces at the appropriate SLS combination (typically the quasi-permanent combination for reinforced concrete, see EN1992-1-1 §7.3.1). Compression positive. Any value of the stress σc less than the tensile strength of concrete -fct,eff is treated as pure tension.
Selecting 'Yes' is appropriate for members where tensile stresses are the result of restraint due to internal stresses (e.g. shrinkage, hydration heat). Selecting 'No' is a conservative option. This option may be appropriate for cases where the imposed deformations are external to the member (e.g. support settlement), see also German National Annex to EN 1991-1-1 §7.3.1.

Crack control verification is strongly affected by the concrete cover c (distance between the surface of longitudinal reinforcement closest to the nearest concrete surface). Larger values of c produce more unfavorable results.
The steel stress can be limited automatically to satisfy the crack width requirement according to the direct calculation method in EN 1991-1-1 §7.3.4. Otherwise the maximum permitted steel stress can be specified manually e.g. as a function of the bar diameter and bar spacing according to the tables in EN 1991-1-1 §7.3.3.
According to the National Annex to EN1992-1-1 §7.3.1(5). Typically for crack control verification of reinforced concrete a value of wmax = 0.3 mm is applicable. Enter very large value (e.g. 999) if crack control is not required and the steel stress should be limited to the yield strength of the reinforcement fyk.

Minimum reinforcment for rectangular sections or webs of profiled sections
Minimum reinforcement for rectangular sections or webs of profiled sections
Nationally Defined Parameters
According to EN1992-1-1 §6.2.2(1) and the National Annex.
Note: Always verify the validity of the Nationally Defined Parameters (NDPs). Please inform us of any discrepancy using our Contact Form. The NDP value is left blank for all NDPs that we do not have this information available. Interested users who have access to the corresponding NDPs can notify us using our Contact Form to fill-in the missing information.