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Fastening Plate




Use this setting to activate a fictitious edge. Note that the physical edge still will be used for calculation of concrete edge and blow out failure.

ψre.V = 1 Fastening in cracked concrete without edge reinforcement or stirrups.
ψre.V = 1.2 Fastening in cracked concrete with straight edge reinforcement φ ≥ 12 mm.
ψre.V = 1.4 Fastening in cracked concrete with edge reinforcement and closely spaced stirrups or wire mesh with a spacning a ≤ 100 mm and a ≤ 2⋅c1.1 or fastening in non-cracked concrete (verification accordning to part 1, section 5).
NOTE: A factor ψre.V >1 for applications in cracked concrete should only be applied, if the embedment depth heff ≥ 2.5 * the concrete cover of the edge reinforcement
Reinforcement is only considered for ψre.N in concrete cone failure.
Reinforcement is only considered for ψre.N in concrete cone failure.

η1 is a coefficient related to the quality of the bond condition and the position of the bar during concreting - EC 8.4.2 (8.2).
η1 = 1.0When 'good' conditions are obtained.
η1 = 0.7For all other cases and for bars in structural elements built with slip-forms, unless it can be shown that 'good' bond conditions exist.
This value is only relevant for fastening plates with straight bars
For Steel plate failure check, acting moments from either the tensile stud forces or the corresponding concrete prism of compression is calculated. These moments and imagined lines of fracture results in a final stress which is compared with the design strength of the steel plate. For either side (compressed/tensile), three lines of fracture are defined. One being parallel to the bottom/top beam flange and the other two (having the same length) being perpendicular to the first one along the sides of the beam. This means four different line lengths of fracture;
(1) along compressed flange,
(2) the two along the side of the beam on the compressed side,
(3) along the tensile side,
(4) and finally the two along the side of the beam on the tensile side.
A line of fracture is only included into the steel plate failure check if its length is given as input here, 'equivalent effective length'.
Limitations: Only valid for uniaxial moments.

Compression vertical
Compression horizontal
Tension vertical
Tension horizontal
Load case