The tab Deflections is only available when the modules "Concrete link FEM plate" (282), "Concrete deflections FEM" (296) – is part of the license, material concrete is defined and characteristic /frequent and quasi-permanent load combination is present. Also Advanced analysis should be performed with the Assumption "FNL" set on true as well as proper settings in "Analysis Options" for "SLS Analysis method" <NL analysis>.


ULS settings are not a part of the concrete deflections




Positive and negative redistribution of deflection envelops

Envelope + / Envelope - drop-down items are representing redistribution of deflection envelops respectively positive and negative direction of Z axis


Design value of the remaining total deflection in Z (Z’)-direction, with taking in to account pre-camber

wmax = (W1+ W2+ W3) - Wc [mm]

(W2 + W3)

Design value of a variation of the deflections in Z (Z’)-direction due to variable loading + time dependent deformations due to permanent load during the exploitation of the building (W2 + W3) [mm]


Deflection check according EN, NEN-EN, NBN-EN 1990 is satisfying requirements described by EN, NEN-EN, NBN-EN 1990 # A1.4.3.


Calculation presumptions presets are defined using Analysis settings as:

Advanced analysis: Analysis settings (FNL analysis)


Calculating of concrete deflections using "Short & long term" sigma-epsilon diagram option implies definition rare and quasi-permanent combinations are taking in to account influence of creep effects.


These effect on common result values are shown in Results tab by choosing load combinations drop-down items respectively for:





Results using Quasi-permanent loading via short term σ-ε diagram


Results using Quasi-permanent loading via long term σ-ε diagram


Results using Quasi-permanent loading via taking in to account creep effect as difference between Long and Short term results



Results using Characteristic loading combinations is taking in to account creep effect

Ch.C., Fr.C.

Results using Characteristic loading combinations is taking in to account the short term variable actions


All the deflections specific values doing some influence in to deflections wmax (u;add/u;end) or (W2 + W3) calculation for some separate finite element, are shown in the tab Deflections. By choose the variable action described loading combination, for example Ch.C.2 or Fr.C. 2, corresponding wmax (u;add/u;end) or (W2 + W3) chart is represented:

Deflections wmax (u;add/u;end) or (w2+w3) chart

Using the tooltip by pointing an finite element via mouse and pressing right mouse button the components of wmax (u;add/u;end) or (W2 + W3) calculation is represented:


wmax (u;add/u;end) or (W2 + W3) calculation tooltip


Drop-down selection Qu.C. 1[Sh.T.] is represented wmax (u;add/u;end) or (W2 + W3), where the W3 component is calculated using Qu.C. 1[Sh.T.] loading combination presets.


Deflections calculation process is ruled by non-linear processing which calculation options are described in "Analysis settings" tab as:

Advanced analysis: analysis settings


Default "Automatic" iteration method in based on minimal quantity of iterations is ensure convergence of the solution by using minimal calculation time.


Changing of iteration method in to the "Linear" by manipulating with the number of increments is possible to make investigation to get some better convergence using more increment steps v.s. calculation time.


Nonlinear calculation of deflections is default (SLS:Analysis method <NL analysis>). By choosing of linear calculation of deflections (SLS:Analysis method <Linear elastic>) would be not possible creep effects satisfying requirements described by EN, NEN-EN, NBN-EN 1990#A1.4.3.


Calculation assumptions:

Deflection check with the applied As;prov=As;req(ULS) is done based on the FNL results, while As;req(ULS) is calculated based on linear analysis results. Because of the force redistribution during FNL analysis, applied As;prov sometimes can not ensure bearing capacity of the plate, as then the destruction of the structure appears. For example, after redistribution of forces, the tension force can appear in the element(s), where As;prov isn't applied at all, because As;prov = As;req is applied based on LE analysis. So, such an element is completely destroyed (may be on 0.1 of the total loading) and the calculation is stopped.