After opening the program, you define the standard and method according to which the design is carried out. The ultimate and the serviceability limit state can be designed according to the linear as well as the non-linear calculation theory. The load cases, groups and combinations are then assigned to different types of calculation. Further input tables are available for defining materials and cross-sections. In addition, you can assign parameters for creep and shrinkage. Depending on the concrete's age, the modulus of creep and the coefficient of shrinkage will be adjusted immediately. The supports’ geometry is determined by design relevant data like support widths and types (direct, monolithic, end or intermediate support), redistribution of moments as well as shear force and moment reduction. CONCRETE recognizes the support types from the RSTAB model automatically.

The final table consisting of several tabs is provided to enter specific reinforcement data as diameters, concrete cover and curtailment type, number of layers, cuts of links and type of anchorage. When you perform the fire protection design, you have to define the fire resistance class, the fire-specific material properties as well as the cross-section side exposed to fire. Members and sets of members can be summarized in special "reinforcement groups", each defined by different design parameters. Furthermore, you can adjust the limit value of the maximum crack width when you carry out a crack width analysis. The geometry of tapers can be determined additionally for the reinforcement.  

Before you start the calculation, you can check the input data. Then CONCRETE searches for the results of the relevant load cases, groups and combinations for the design. In case the program cannot find them, RSTAB starts the calculation to determine the required internal forces. 

By taking into account the selected design standard, CONCRETE calculates the required reinforcement areas of the longitudinal and the shear reinforcement as well as the corresponding intermediate results. 

If the longitudinal reinforcement determined by the ultimate limit state design is not sufficient for the design of the maximum crack width, it is possible to increase the reinforcement automatically until the defined limit value is reached.

The design of structural components bearing instability risks can be carried out by means of a non-linear calculation. Different approaches are available for the respective standards.

The fire protection design is performed according to a simplified calculation method described in EN 1992-1-2, 4.2. CONCRETE uses the zone method mentioned in annex B2. Furthermore, you can take into account the thermal strains in longitudinal direction and the thermal precamber additionally arising from asymmetrical effects of fire.

Subsequent to the design, CONCRETE lists the results of the required reinforcement in clearly arranged tables together with illustrative graphics and detailed design information. Moreover, the module displays all intermediate values. In addition to the tables, the cross-section's current strains and stresses are represented graphically. 

The reinforcement concepts for the longitudinal and the link reinforcement including sketches are documented appropriately. It is possible to edit the reinforcement proposal and to adjust for example the number of members and the anchorage. The modifications will be updated automatically. 

The concrete cross-section with reinforcement can be represented and visualized by 3D rendering. Take advantage of this option to document the reinforcement data in an optimal way for creating reinforcement drawings including steel schedule. 

The designs for the limitation of crack widths are carried out with the selected reinforcement for the internal forces in the serviceability limit state. The results output includes steel stresses, minimum reinforcement, limit diameters, maximum bar spacings as well as crack spacings and maximum crack widths. 

As a result of the non-linear calculation, you get ultimate limit states for the cross-section with the defined reinforcement (determined linear elastically) as well as the member's effective deflections considering stiffnesses in cracked state.