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  1. Transfer of Reinforcement from RFEM/RSTAB (Top) to Revit (Bottom)

    Bar Reinforcement Export to Revit

    The reinforcement concept from RF-/CONCRETE Members can be exported to Revit. Rectangular and circular cross-sections are possible at the moment. The reinforcement bars can be modified afterwards in Revit.
  2. RF-/CONCRETE Columns | Features

    • Full integration in RFEM/RSTAB with import of geometry and load case data
    • Automatic selection of members for design according to specified criteria (for example only vertical members)
    • The module extension EC2 for RFEM/RSTAB allows for design of reinforced concrete according to the method based on nominal curvature in compliance with EN 1992-1-1:2004 (Eurocode 2) and the following National Annexes:
      • United Kingdom NA to BS EN 1992-1-1:2004/NA:2005 (United Kingdom)
      •  ÖNORM B 1992-1-1:2011-12 (Austria)
      • Belarus TKP EN 1992-1-1:2009 (Belarus)
      • Belgium NBN EN 1992-1-1 ANB:2010 for design at normal temperature, and EN 1992-1-2 ANB:2010 for fire resistance design (Belgium)
      • Bulgaria BDS EN 1992-1-1:2005/NA:2011 (Bulgaria)
      • Cyprus NA to CYS EN 1992-1-1:2004/NA:2009 (Cyprus)
      •  CSN EN 1992-1-1/NA:2016-05 (Czech Republic)
      •  SFS EN 1992-1-1/NA:2007-10 (Finland)
      •  NF EN 1992-1-1/NA:2007-03 (France)
      •  DIN EN 1992-1-1/NA/A1:2015-12 (Germany)
      •  UNI EN 1992-1-1/NA:2007-07 (Italy)
      •  LVS EN 1992-1-1:2005/NA:2014 (Latvia)
      •  LST EN 1992-1-1:2005/NA:2011 (Lithuania)
      •  MS EN 1992-1-1:2010 (Malaysia)
      •  NEN-EN 1992-1-1+C2:2011/NB:2016 (Netherlands)
      •  NS EN 1992-1-1:2004-NA:2008 (Norway)
      •  PN EN 1992-1-1/NA:2010 (Poland)
      •  NP EN 1992-1-1/NA:2010-02 (Portugal)
      •  SR EN 1992-1-1:2004/NA:2008 (Romania)
      •  SS EN 1992-1-1/NA:2008-06 (Singapore)
      •  STN EN 1992-1-1/NA:2008-06 (Slovakia)
      •  SIST EN 1992-1-1:2005/A101:2006 (Slovenia)
      •  UNE EN 1992-1-1/NA:2013 (Spain)
      •  SS EN 1992-1-1/NA:2008 (Sweden)

    In addition to the National Annexes (NA) listed above, you can also define a specific NA, applying user-defined limit values and parameters.

    • Optional consideration of creeping
    • Diagram based determination of buckling lengths and slenderness from the restraint ratios of columns
    • Automatic determination of ordinary and unintentional eccentricity from additionally available eccentricity according to the second-order analysis
    • Design of monolithic structures and precast elements
    • Analysis with regard to the standard reinforced concrete design
    • Determination of internal forces according to the linear static analysis and the second-order analysis
    • Analysis of governing design locations along the column due to existing load
    • Output of required longitudinal and link reinforcement
    • Fire resistance design according to the simplified method (zone method) in compliance with EN 1992-1-2 allowing the fire resistance design of brackets
    • Fire resistance design with optional longitudinal reinforcement design according to DIN 4102-22:2004 or DIN 4102-4:2004, Table 31
    • Longitudinal and link einforcement concept with graphic display in 3D rendering
    • Summary of design ratios including all design details
    • Graphical representation of relevant design details in RFEM/RSTAB work window
  3. RF-PUNCH Pro | Features

    • Import of relevant information and results from RFEM
    • Integrated editable material and cross-section library
    • The module extension EC2 for RFEM allows for design of reinforced concrete members according to EN 1992‑1‑1:2004 (Eurocode 2) and the following National Annexes:
      •  NA to BS EN 1992-1-1:2004/NA:2005 (United Kingdom)
      •  ÖNORM B 1992-1-1:2011-12 (Austria)
      • Belarus TKP EN 1992-1-1:2009 (Belarus)
      •  NBN EN 1992-1-1 ANB:2010 (Belgium)
      •  BDS EN 1992-1-1:2005/NA:2011 (Bulgaria)
      • Cyprus NA to CYS EN 1992-1-1:2004/NA:2009 (Cyprus)
      •  CSN EN 1992-1-1/NA:2016-05 (Czech Republic)
      •  EN 1992-1-1 DK NA:2013 (Denmark)
      •  SFS EN 1992-1-1/NA:2007-10 (Finland)
      •  NF EN 1992-1-1/NA:2007-03 (France)
      •  DIN EN 1992-1-1/NA/A1:2015-12 (Germany)
      •  UNI EN 1992-1-1/NA:2007-07 (Italy)
      •  LVS EN 1992-1-1:2005/NA:2014 (Latvia)
      •  LST EN 1992-1-1:2005/NA:2011 (Lithuania)
      •  MS EN 1992-1-1:2010 (Malaysia)
      •  NEN-EN 1992-1-1+C2:2011/NB:2016 (Netherlands)
      •  NS EN 1992-1-1:2004-NA:2008 (Norway)
      •  PN EN 1992-1-1/NA:2010 (Poland)
      •  NP EN 1992-1-1/NA:2010-02 (Portugal)
      •  SR EN 1992-1-1:2004/NA:2008 (Romania)
      •  SingaporeS EN 1992-1-1/NA:2008-06 (Singapore)
      •  STN EN 1992-1-1/NA:2008-06 (Slovakia)
      •  SIST EN 1992-1-1:2005/A101:2006 (Slovenia)
      •  UNE EN 1992-1-1/NA:2013 (Spain)
      •  SvenskS EN 1992-1-1/NA:2008 (Sweden)

    In addition to the National Annexes (NA) listed above, you can also define a specific NA, applying user‑defined limit values and parameters.

    • Complete and reasonable presetting of input parameters
    • Punching shear design on columns, wall ends, and wall corners
    • Optional arrangement of an enlarged column head
    • Automatic recognition of punching node area from the RFEM model
    • Detection of curves or splines as boundary of the control perimeter
    • Automatic consideration of all slab openings defined on the RFEM model
    • Structure and graphical display of the control perimeter before calculation starts
    • Qualitative determination of punching shear reinforcement
    • Optional design with unsmoothed shear stress along the control perimeter that corresponds with the actual shear distribution on the FE model
    • Determination of the load increment factor β by full plastic shear distribution as constant factors according to EN 1992‑1‑1, Chap. 6.4.3 (3), based on EN 1992‑1‑1, Fig. 6.21N or by user‑defined specification
    • Integration of design software by the shear rails producer (Halfen)
    • Numerical and graphical display of results (3D, 2D, and in sections)
    • Punching shear design with or without punching shear reinforcement
    • Optional consideration of minimum moments according to EN 1992‑1‑1 when determining longitudinal reinforcement
    • Design or dimensioning of longitudinal reinforcement
    • Complete integration of results in the RFEM printout report
  4. Definition of punching shear parameter

    RF-PUNCH Pro | Input

    After opening the module, the materials and surface thicknesses defined in RFEM are preset. The designed nodes are recognized automatically. However, you can modify them manually.

    It is possible to consider openings of the relevant area at risk of punching shear. The openings can be transferred from RFEM or specified in RF‑PUNCH Pro so there is no effect on the stiffnesses of the RFEM model.

    Parameters of the longitudinal reinforcement cover the number and direction of layers as well as the concrete cover separately defined by surface for the top and the bottom side of a slab. The next input window allows you to define all additional details for nodes of punching shear. In addition, it is possible to set punching load, load increment factor β, and the existing longitudinal reinforcement.

    To facilitate orientation, a slab is always displayed with the corresponding node of punching shear. Furthermore, you can open the design program by HALFEN, the German producer of shear rails. All RFEM data can be transferred into this program for easy and effective further processing.

  5. Results of punching shear design

    RF-PUNCH Pro | Design

    RF-PUNCH Pro determines the punching load on the basis of a single load (from column / loading / nodal support) and of the smoothed and unsmoothed shear force distribution along the control perimeter. However, it is also possible to enter user‑defined specifications.

    Since the module is fully integrated in RFEM, all nodes of punching shear on a reference surface are known. Therefore, you can perform the interference check of determined perimeters with the perimeters of adjacent columns.

  6. Error messages

    CONCRETE | Design

    Before the calculation starts, you should check the input data using the program function. Then, the CONCRETE add‑on module searches the results of relevant load cases, load as well as result combinations. If these cannot be found, RSTAB starts the calculation to determine the required internal forces.

    Considering the selected design standard, the required reinforcement areas of the longitudinal and the shear reinforcement as well as the corresponding intermediate results are calculated. 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 potentially unstable structural components is possible using a nonlinear calculation. According to a respective standard, there are different approaches available.

    The fire resistance design is performed according to a simplified calculation method in compliance with EN 1992‑1‑2, 4.2. The module uses the zone method mentioned in Annex B2. Furthermore, you can consider the thermal strains in longitudinal direction and the thermal precamber additionally arising from asymmetrical effects of fire.

  7. Detailed settings

    RF-/CONCRETE Columns | Design

    For the bending failure design, the module analyzes governing locations of the column for axial force and moments. In addition, the locations with extreme values of shear forces are considered for the shear resistance design. While calculating, the module decides if a standard design is sufficient or if the column with the moments has to be designed according to the second-order analysis. Determination of these moments is based on the previously entered specifications. The calculation has four parts:

    • Load independent calculation steps
    • Iterative determination of governing loading considering the varying required reinforcement
    • Determination of the designed reinforcement for governing internal forces
    • Safety determination of all acting internal forces including the designed reinforcement

    In this way, RF-/CONCRETE Columns provides a complete solution of an optimized reinforcement concept and the resulting load actions.

  8. Material properties for nonlinear calculation

    RF-CONCRETE NL | Input

    RF-CONCRETE Surfaces:

    The nonlinear calculation is activated by selecting the design method of the serviceability limit state. You can individually select the analyses to be performed as well as the stress-strain diagrams for concrete and reinforcing steel. It is possible to influence the iteration process by the control parameters of the convergence accuracy, the maximum number of iterations, the arrangement of layers in relation to the cross-section depth, or the damping factor.

    You can set the limit values in the serviceability limit state individually for each surface or a surface group. Allowable limit values are defined by the maximum deformation, the maximum stresses, or the maximum crack widths. The definition of the maximum deformation requires an additional specification whether the non-deformed or the deformed system should be used for the design.

    RF-CONCRETE Members:

    The nonlinear calculation can be applied to the ultimate and the serviceability limit state design. In addition, you can specify the concrete tensile strength or the tension stiffening between the cracks. It is possible to influence the iteration process by the control parameters of the convergence accuracy, the maximum number of iterations, and the damping factor.

  9. Detailed settings

    RF-CONCRETE Deflect | Design

    The deformation analysis according to the approximation method defined in standards (for example deformation analysis according to EN 1992-1-1, Cl. 7.4.3) applies the calculation of so-called effective stiffnesses in the finite elements in accordance with the existing limit state of the concrete with or without cracks. These stiffnesses are used to determine the surface deformation by repeated FEA calculation.

    The effective stiffness calculation of finite elements takes into account a reinforced concrete cross-section. Based on the internal forces determined at the serviceability limit state in RFEM, the program classifies the reinforced concrete cross-section as "cracked" or "non-cracked". If the concrete concurrence between the cracks should be considered as well, the classification applies a distribution coefficient (according to EN 1992-1-1, Eq. 7.19, for example). The material behavior of the concrete is determined as linear-elastic in the compression and tension zone until the concrete tensile strength is reached, which is sufficiently precise for the serviceability limit state.

    When determining the effective stiffnesses, creep and shrinkage are considered at the "cross-section level". The influence of shrinkage and creeping in statically indeterminate models is not considered by this approximation method (for example, in the case of structures restrained on all sides, tensile forces from shrinkage strain are not determined and have to be considered separately). In summary, RF-CONCRETE Deflect calculates deformations in two steps:

    1. Calculation of effective stiffnesses of the reinforced concrete cross-section assuming linear-elastic conditions
    2. Calculation of deformation using the effective stiffness with FEA
  10. RF-CONCRETE | Features

    • Automatic import of internal forces from RFEM
    • Ultimate limit state and serviceability limit state design
    • The module extension EC2 for RFEM allows for design of reinforced concrete members according to Eurocode 2 (EN 1992‑1‑1:2004) and the following National Annexes:
      • United Kingdom NA to BS EN 1992-1-1:2004/NA:2005 (United Kingdom)
      •  ÖNORM B 1992-1-1:2011-12 (Austria)
      • Belarus TKP EN 1992-1-1:2009 (Belarus)
      • Belgium NBN EN 1992-1-1 ANB:2010 (Belgium)
      • Bulgaria BDS EN 1992-1-1:2005/NA:2011 (Bulgaria)
      • Cyprus NA to CYS EN 1992-1-1:2004/NA:2009 (Cyprus)
      •  CSN  1992-1-1/NA:2016-05 (Czech Republic)
      •  EN 1992-1-1 DK NA:2013 (Denmark)
      •  SFS EN 1992-1-1/NA:2007-10 (Finland)
      •  NF EN 1992-1-1/NA:2007-03 (France)
      •  DIN EN 1992-1-1/NA/A1:2015-12 (Germany)
      •  UNI EN 1992-1-1/NA:2007-07 (Italy)
      •  LVS EN 1992-1-1:2005/NA:2014 (Latvia)
      •  LST EN 1992-1-1:2005/NA:2011 (Lithuania)
      •  MS EN 1992-1-1:2010 (Malaysia)
      •  NEN-EN 1992-1-1+C2:2011/NB:2016 (Netherlands)
      •  NS EN 1992-1-1:2004-NA:2008 (Norway)
      •  PN EN 1992-1-1/NA:2010 (Poland)
      •  NP EN 1992-1-1/NA:2010-02 (Portugal)
      •  SR EN 1992-1-1>2004/NA:2008 (Romania)
      •  SS EN 1992-1-1/NA:2008-06 (Singapore)
      •  STN EN 1992-1-1/NA:2008-06 (Slovakia)
      •  SIST EN 1992-1-1:2005/A101:2006 (Slovenia)
      •  UNE EN 1992-1-1/NA:2013 (Spain)
      •  SS EN 1992-1-1/NA:2008 (Sweden)

    In addition to the National Annexes (NA) listed above, you can also define a specific NA, applying user‑defined limit values and parameters.
    • Flexibility due to detailed setting options for basis and extent of calculations
    • Quick and clear results output for an overview of the distribution of results immediately subsequent to the design
    • Graphical results output integrated in RFEM, for example required reinforcement
    • Clearly-arranged numerical results output displayed in tables and option to represent results graphically in the structure
    • Complete integration of data output in the RFEM printout report

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