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Wind Simulation & Wind Load Generation

With the stand-alone program RWIND Simulation, wind flows around simple or complex structures can be simulated by means of a digital wind tunnel.

The generated wind loads acting on these objects can be imported to RFEM or RSTAB.

  1. Graphical output of response

    CADS Footfall Analysis | Solution

    There is a known complexity of calculating footfall response on irregular floors or staircases of any type. Footfall Analysis uses the RFEM model and the modal analysis results of RF-DYNAM Pro - Natural Vibrations to predict the vibration levels at all locations on a floor. A rigorous analysis method is essential to enable an accurate investigation of the dynamic behavior of the floor.

    The software incorporates the most up to date analysis procedures allowing the user to select between the two most used calculation methods available, namely the Concrete Centre Method (CCIP-016) and the Steel Construction Institute Method (P354).

  2. Analysis input

    CADS Footfall Analysis

    Footfall Analysis links with RFEM, using its model geometry, so that the user is not required to create a second model specifically for footfall analysis
  3. Eigenmode mass participation graph

    CADS Footfall Analysis

    • Overall maximum response factors and critical nodes
    • Resonant analysis (maximum response factor, RMS acceleration, critical node, critical frequency)
    • Impulsive (transient) analysis (maximum response factor, peak acceleration/velocity, RMS acceleration/velocity, critical node, critical frequency)
    • Vibration dose values for both resonant andimpulsive analyses

    Charts
    • Response factor vs walking frequency
    • Mass participation vs eigenmodes
    • Velocity time history
  4. Stability Design Including Warping Torsion in RF-/STEEL AISC

    Warping Torsion Analysis in RF-/STEEL AISC

    Due to the integrated RF-/STEEL Warping Torsion module extension, it is possible to perform the design according to Design Guide 9 in RF-/STEEL AISC.

    The calculation is effected with 7 degrees of freedom according to the warping torsion theory and allows the realistic stability design including the consideration of torsion.

  5. Eigenvalue Solver for Member Design in RF-/STEEL AISC

    The determination of the critical buckling moment is carried out in RF-/STEEL AISC by using the eigenvalue solver which allows an exact determination of the critical buckling load.

    The eigenvalue solver shows a display window of the eigenvalue graphics which enables check of the boundary conditions.

  6. Definition of Lateral Restraints in RF-/STEEL AISC

    Consideration of Lateral Restraints in RF-/STEEL AISC

    In RF-/STEEL AISC, it is possible to consider lateral restraints at any location. For example, it is possible to stabilize only the upper flange.

    Moreover, user-defined lateral restraints can be assigned, for example single rotational and translational springs at any location at the cross-section.

  7. RF-/JOINTS Steel - Rigid | Input

    After starting the module, the joint group (rigid joints) is selected first, followed by joint category and joint type (rigid end plate connection or rigid splice plate connection). The nodes to be designed are then selected from the RFEM/RSTAB model. RF-/JOINTS Steel - Rigid automatically recognizes the joint members and determines from its location whether they are columns or beams. The user can intervene here.

    If certain members are to be excluded from the calculation, they can be deactivated. Structurally similar connections can be designed for several nodes at the same time. The governing load cases, load combinations or result combinations have to be selected for the loading. Alternatively, you can enter the cross‑section and load data manually. The joint is configured step by step in the last input table.

  8. RF-/JOINTS Steel - Rigid | Design

    The design is carried out according to EN 1993-1-8 and EN 1993-1-1. It is assumed that the internal forces are directly located in the defined node. In case of beam-column connections, additional eccentricities thus appear to the connection level which have to be considered in the calculation. Besides the design of the sufficient ultimate limit state of the connection, a calculation and classification of the connection with regard to stiffness is performed.
  9. Module Window 3.1 Designs - Summary

    Results

    Result windows list details of all calculation results. Moreover, a 3D graphic is created where it is possible to show and hide single components as well as dimension lines and, for example, weld data.
    The summary shows whether or not the individual designs have been fulfilled. In addition, the node number and the governing load case or the governing load/result combination are indicated.

    When selecting a design, the module shows the detailed intermediate results including the actions and the additional internal forces from the connection geometry. Moreover, there is the option to display the results by load case and by node. The connections are represented in a realistic 3D rendering possible to scale. In addition to the main views, it is possible to show the graphics from any perspective.

    You can add the graphics with dimensions and labels to the RFEM/RSTAB printout or export them as DXF. The printout report includes all input and result data prepared for test engineers. It is possible to export all tables to MS Excel or as a CSV file. A special transfer menu defines all specifications required for the export.

  10. RF-/JOINTS Steel - Rigid | Features

    General
    • Beam to Column joint category: connection possible as joint of the beam to the column flange as well as joint of the column to the girder flange
    • Beam to Beam joint category: design of beam joints as both moment resisting end plate connections and rigid splice connection
    • Automatic export of model and load data possible from RFEM or RSTAB
    • Bolt sizes from M12 to M36 with the strength grades 4.6, 4.8, 5.6, 5.8, 6.8, 8.8 und 10.9 as long as the strength grades are available in the selected National Annex
    • Almost any bolt spacing and edge distances (a check of the allowable distances is performed)
    • Beam strengthening with tapers or stiffeners on the top and bottom surface
    • End plate connection with and without overlap
    • Connection with pure bending stress, pure normal force load (tension joint) or combination of normal force and bending possible
    • Calculation of connection stiffnesses and check if a hinged, semi-rigid or rigid connection exists
    End plate connection in a beam-column setup
    • Joint beams or columns can be stiffened with tapers on one side or with stiffeners to one or both sides
    • Wide range of possible stiffeners of the connection (e.g. complete or incomplete web stiffeners)
    • Up to ten horizontal and four vertical bolts possible
    • Connected object possible as constant or tapered I-section
    • Designs:
      • Ultimate limit state of the connected beam (such as shear or tension resistance of the web plate)
      • Ultimate limit state of the end plate at the beam (e.g. T-stub under tensile stress)
      • Ultimate limit state of the welds at the end plate
      • Ultimate limit state of the column in the area of the connection (e.g. column flange under bending – T-stub)
      • All designs are performed according to EN 1993-1-8 and EN 1993-1-1 
    Moment resisting end plate joint
    • Two or four vertical and up to 10 horizontal bolt rows
    • Joint beams can be stiffened with tapers on one side or with stiffeneres to one or both sides
    • Connected objects are possible as constant or tapered I-sections
    • Designs: 
      • Ultimate limit state of the connected beams (such as shear or tension resistance of the web plates)
      • Ultimate limit state of the end plates at the beam (e.g. T-stub under tensile stress)
      • Ultimate limit state of the welds at the end plates
      • Ultimate limit state of the bolts in the end plate (combination of tension and shear)
    Rigid splice plate connection
    • For the flange plate connection, up to ten bolt rows one behind the other possible
    • For the web plate connection, up to ten bolt rows possible each in vertical and horizontal direction
    • Material of the cleat can be different from the one of the beams
    • Designs:
      • Ultimate limit state of the joint beams (e.g. net cross-section in the tension area)
      • Ultimate limit state of the cleat plates (e.g. net cross-section under tensile stress)
      • Ultimate limit state of the single bolts and the bolt groups (e.g. shear resistance design of the single bolt)

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First Steps

First steps

We provide hints and tips to help you get started with the main programs RFEM and RSTAB.

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