With this function, the state of the base material (cracked / non-cracked concrete) and the actual concrete strength class can be selected. Both parameters influence the characteristic resistance for pull-out/pull-through failure (mechanical anchors), combined pull-out and concrete failure (chemical anchors), conical concrete break-out and splitting of the component under tension loads and for pry-out failure and concrete edge failure under shear loads.
In accordance with ETAG 001, Annex C and TR 029, Section 4.1, non-cracked concrete may be assumed only if it is proved in each case that under service conditions the anchor with its entire embedment depth is positioned in non-cracked concrete.
For anchorages subjected to a resultant load F_Sk ≤ 60 kN, non-cracked concrete may be assumed if the following equation is observed:

With:
  stresses in the concrete due to external loads, including anchor loads
 stresses in the concrete due to restraint of intrinsic imposed deformations (e.g. shrinkage of concrete) or extrinsic imposed deformations (e.g. due to displacement of support or temperature variations).
If no detailed analysis is conducted, then = 3 N/mm² should be assumed. This value is also used in Eurocode 2 (EN 1992-1-1:2004: Eurocode 2, Design of Concrete Structures – Part 1-1: General Rules and Rules for Buildings) for the determination of the minimum reinforcement in reinforced concrete components for the limitation of the crack width in the serviceability limit state.
The stresses  and  are calculated assuming that the concrete in non-cracked (state I). For plane concrete members which transmit loads in two directions (e.g. slabs or walls) the equation given above shall be fulfilled for both directions.

The characteristic resistance for conical concrete break-out and for splitting of the component under tension loads as well as for pry-out failure under shear loads can be affected negatively by a dense surface reinforcement if the anchors are positioned in the concrete cover or close to this reinforcement. This has three reasons: Bond stresses associated with the reinforcement are superimposed on the tensile stresses generated by the anchors. Closely spaced reinforcement bars disrupt the transfer of tension forces from the anchor into the concrete member (so-called “perforated concrete cover”). Additionally the anchors may be located in areas where the concrete strength is of poorer quality than in the middle of the concrete member. No negative effect is expected if the axial spacing of the reinforcement bars is independent of the bar diameter ≥ 150 mm or if for reinforcement bars with a diameter of maximum 10 mm the axial spacing is ≥ 100 mm. This can be selected in the function Reinforcement.
Verification for splitting is not required if the edge distance in all directions is c ≥ 1,2 ∙ c_cr,sp and the thickness of the concrete component is h ≥ 2 ∙ h_ef  (mechanical post-installed anchors) or h ≥ 2 ∙ h_min (chemical post-installed anchors) or if the selected anchor is suitable for use in cracks, the verification is carried out for cracked concrete and a reinforcement is present that limits the crack width to w_k ≈ 0,3 mm, taking into account the splitting forces generated by the anchors. The presence of such a reinforcement can be confirmed in the function “Splitting“.