What are you interested in?
Trial license
Educational license
Get offer
Please fill out this form and we'll get back to you

Concrete Design

FEM-Design is the most powerful FEM software for Concrete Design on the market. Design your beams, columns walls and slabs and even your connections in FEM-Design.
Read more about the functions under the function tabs at the right.

Axel Towers. Copenhagen


Buckling improvements

Automatic calculation of beta buckling factors and other improvements in FEM-Design. → Read more...


Concealed bar

This feature is typically used for walls. Create bar-reinforcement inside your shell structure, and use the design code for bar design.

Concealed bar allows for designing certain parts of a shell as a bar. For example, a wall region over a door opening can be considered as a concealed beam.  → Read more...

  • The RC Design module can do both code check and reinforcement auto design.
  • Bars can be designed for both 1st and 2nd order analysis. Nominal stiffness method and Nominal curvature method are both available.  
  • Utilization for the Section, stirrups, concrete, torsional reinforcement and crack widths are calculated.
  • The sections can be selected from the section database, or it can be customized in the section editor.
  • As output, all design formulas are displayed, and design calculations are shown.



Both Walls and Plates are designed in the RC Module.

Choose between single or double layer reinforcement. Check the crack widths and the buckling resistance of the shells.

Punching capacity is calculated, and auto design is available for punching reinforcement design.


All equations and calculations used, can be visualized in each node. Again, this is not a black box.

→

Punching without shear reinforcement

A concrete compression check on u0 is made according to 6.4.5 (6.53).
A concrete shear check on u1 is made for a capacity calculated according to 6.4.4 (6.47). 

Punching with shear reinforcement

A concrete compression check on u0 is made according to 6.4.5 (6.53).

Reinforcement is calculated with regard to critical perimeters u1 , u2 , ... u.nReinf according to 6.4.5 (6.52 ).
(ui are control perimeters above the reinforced region, the distance between them is 'Perimeter distance', defined in the calculation parameter). 

A concrete shear check on uout is made for a capacity calculated according to 6.4.4 (6.47) (u.out is either the first perimeter that does not need reinforcement or if it is not found, the perimeter that is k deff distance from the outer perimeter of the reinforcement).


Punching improvements

FEM-Design 18 contains a significant number of changes and improvements in Punching concrete design. → Read more...

Internal forces are calculated according to the occurrence of cracks.

Through iterations, the load is applied, and crack locations are calculated. The stiffnesses in the cracked nodes are decreased for the next calculation.
This method gives internal forces in the range between linear elastic and plastic.

This iteration method can be selected to load combinations, individually.

More info:

In FEM-Design a crack analysis technique is applied, where an iteration mechanism is calculating the effect of the cracks.
As the crack analysis is a non-linear calculation the principle of superposition is not true. By this fact, the crack analysis is not applicable for load groups and the calculation has to be executed for every single combination. Generally, the iteration is loading the structure in load steps and modifies the stiffness of it in every step as more and more cracks occur during the loading process. The stiffness of the plate will be decreased only in the direction that is perpendicular to the crack lines, in the direction of the crack lines the stiffness remains the same as for the unracked state. The key to the calculation is the way the crack direction is calculated at a certain point. Dr. Ferenc Németh from the Technical University of Budapest has invented a method for this which is based on experiments. The cracked stiffness calculation is based on a conventional cross-section modulus calculation of the second crack state which is combined with a Eurocode like crack distribution calculation (to consider the effect of uncracked parts of the plate between two cracks). The calculation for one combination is performed in the following steps:

  • Loading the structure with the loads of the combination and performing a linear calculation of the internal forces. 
  • Calculating the moment that causes cracks in the structure in every point of the plate. This value is calculated by the tensional strength (limit stress) of the plate’s concrete material, the reinforcements are not taken into account at this point.
  • Searching for the place where the ratio of the crack moment and the actual (linear) moment has the smallest value. This value will describe the initial level of the load for the iteration. The size of a load step is calculated by user-defined values. 
  • In the first step, the initial load acts and is then increased by the calculated load steps. 
  • In every step is calculated whether the plate is cracked or not in a certain point (comparing the smallest principal moment to the crack moment of the plate). If the plate is cracked the direction of the crack is calculated and the stiffness of the cracked section. The element where the crack occurred then will have reduced stiffness. In the next load step, it will change the behaviour of the plate as the crack does in the real structure. 
  • When the full load is applied on the structure the calculation is continued with full load level to consider cracks occurring in the last load step and to have a stable result. This phase is called the final iteration.

The final iteration is finished when the differences in the sum of the movements are less than a certain error percentage between two steps. The initial error percentage is 1% compared to the previous step, but this value could be adjusted.