News

InfoCAD 18.0a (August 2018)

The following chapters provide you with the latest information and the most important changes with respect to the previous version 17 from 2017 (PDF-Info).

General Information

  • Eccentricities have been implemented for beam and area elements. Beam elements can have different eccentricities at their start and end in their local coordinate system. The element reactions refer to the eccentric element axis. The nodes are still in their original location. As a result, link elements can be avoided in many cases. Eccentricities can also be applied to model objects, so that they can be taken into account directly during mesh generation.
  • Beam and area element eccentricities can now also be exchanged via the DSTV and IFC interfaces.
  • The snap mode 'end' has been extended to elements. Now it can be 'caught' on element ends that are not at the node due to an eccentricity.
  • The visibility of a 3D system can be curtailed with the new 3D section box. This makes it very easy to create views of individual object areas.
  • For a clear presentation and input of many load groups, a tabular dialog has been developed. The load groups can also be inserted here via the clipboard.
  • When changing edges (length or endpoint), the adjacent model faces will be adjusted to preserve them.
  • In the dialog 'Renumber cross sections' the cross section colors can be displayed.
  • The new buttons '<' '>'  now allow switching back and forth in the result load cases.
  • In addition to the help system, the user manual (PDF) can now be used via the help menu. In order to view, the Adobe Acrobat Reader® or a compatible application is required.

InfoCAD BIM RV Add-In for Autodesk® Revit®

  • To transfer the calculation model from Autodesk Revit® to InfoCAD, the new add-in 'InfoCAD BIM RV' has been developed.
    With this add-in a InfoCAD readable file can be exported directly from Autodesk Revit®. It can be chosen between the overall model and subsystems.

Reinforced Concrete Checks acc. to EN 1992-1-1 and EN 1992-2 and National Annexes

  • Bending and shear reinforcement can now be represented separately for the permanent, accidental and earthquake combination.

The crack width checks has been completely revised and extended. The following improvements were made:

  • For circular cross-sections the effective tensile area Ac,eff can be determined ring-shaped now. This can be used e.g. for considering the specifics of bored piles and spun concrete columns.
  • For profiled sections the coefficient kc is calculated according to user specification either as per Eq. (7.2) or as per Eq. (7.3), optionally different for the top and bottom of the cross-section.
  • As an alternative to the direct crack width calculation the simplified check through limitation of the bar spacing can be choosed.
  • A constant average steel strain within Ac,eff can optionally be chosen as the basis for calculation.
  • For strain states as per Fig. 7.1 c), the minimum crack reinforcement is determined on both sides even if the centrical concrete tensile stress is less than fct,eff.
  • The documentation has been adapted to the new version of the DAfStb "WU-Richtlinie" (directive for waterproof concrete structures) as of December 2017.

Reinforced Concrete Checks acc. to ÖNORM B 1992-1

The concrete checks have been adapted to the new version of the National Annex Austria of January 2018. The following improvements were made:
  • In Eq. (6.52) the upper limit for the punching resistance with punching shear reinforcement is set to kmax · vRd, c with kmax = 1.65.
  • The maximum punching resistance vRd, max according to Eq. (6.53) is now limited to the recommended value of the base document.
  • In the calculation settings for OENORM B 1992-1-1, the partial safety factors for materials can now be defined specifically for earthquake design situations. The default values are based on OENORM B 1998-1, Chapter 5.2.4 (3).
  • In the program for crack width calculation, a selection for the type of restraint has been added.

The documentation of the crack width checks has been adapted to the new version of the OEBV directive "Wasser­un­durch­lässige Betonbauwerke - Weisse Wannen" (waterproof concrete structures – white tanks) as of Feb. 2018.

Reinforced Concrete Checks acc. to SIA 262

  • Bending and shear reinforcement can now be represented separately for the permanent, accidental and earthquake combination.

Bridge Checks according to EN 1992-2

  • The need of fatigue check for reinforcing and prestressing steel can now be verified by proving decompression for the frequent combination according to  Chapter 6.8.1 (102).
  • The protocol has been supplemented with the output of all action combinations with partial safety factors and combination coefficients.
  • In the fatigue check for concrete, the permanent stress σc,perm is now also graphically processed.
  • The load-dependent coefficient λc,0 for the fatigue check of railway bridges can now optionally be determined automatically. The user input is thereby reduced to the constant factors λc,1 to λc,4.
  • The check of the principal compressive stresses in box girders can now optionally be performed according to DIN EN 1992-2, chapter 6.3.2 (NA.106) or basically in state I (method from DIN TR 102: 2003).

Prestressing

  • A new tendon group view has been added.This represents the selected tendon group over its parameters.

Recalculation Guideline for Road Bridges

  • The need of fatigue check for reinforcing and prestressing steel can now be verified by proving decompression according to  DIN TR, Chapter 4.3.7.1 (102), or EN 1992-2, Chapter 6.8.1 (102), with the limit stresses as per verification level 1 or 2.
  • The proof of the torsional moments that can be absorbed with the existing shear and longitudinal reinforcement has been added.
  • In the fatigue check for concrete, the load-dependent coefficient λc,0 can now be determined automatically as an option. In addition, the permanent stress σc,perm is graphically available.
  • For box girders, the check of the principal compressive stresses can now optionally be performed according to DIN TR 102: 2009 resp. DIN EN 1992-2 or as defined in DIN TR 102: 2003 (state I).

The crack width checks has been revised and extended. The following improvements were made:

  • For circular cross-sections the effective tensile area Ac,eff can be determined ring-shaped now.
  • The coefficient kc now can be calculated optionally different for the top and bottom of the cross-section.
  • As an alternative to the direct crack width calculation the simplified check through limitation of the bar spacing can be choosed.
  • A constant average steel strain within Ac,eff can optionally be chosen as the basis for calculation.

The reserves in the torsion reinforcement can be taken into account for the lateral force check. The use of this option is relevant in the following checks:

  • For the lateral force checks in level 2, the existing shear force reinforcement for calculating the compression strut angle in Eq.(12.12) and Eq. (12.15) will be increased by the existing torsion reinforcement.
  • For the fatigue check in level 2, the existing shear force reinforcement for calculating the compression strut angle in Eq.(12.23) will be also increased by the existing torsion reinforcement.
  • By determining the utilization of the existing shear force reinforcement, the unused reserves of the existing torsion reinforcement is added to the shear force reinforcement.
  • In the fatigue checks for the existing shear force reinforcement, the unused reserves of the existing torsion reinforcement is also used for lateral force removal.

Steel Checks acc. to EN 1993-1-1

  • The calculation of factor a in Chapter 6.2.9.1 (5) was adapted to the interpretations of the NABau of April 2017. As a result, in classes 1 and 2, the cross-section area available for bending and normal force is now reduced by the area subjected to lateral forces.

Timber Checks acc. to EN 1995-1-1

The timber checks were supplemented by the limitation of deformations according to chapter 7.2. The specifications are made in the beams properties dialog and in the calculation settings. In detail, the following checks are performed:
  • Initial deformation according to chapter 2.2.3 (2) for the characteristic combination.
  • Final deformation according to chapter 2.2.3 (3) for the quasi-permanent combination with DIN EN 1995-1-1, Eq. (NA.1) resp. OENORM B 1995-1-1, Eq. (NA.2).

Structure Analysis for Fire Scenarios

  • For the frequently use of free thermal materials, a material library was implemented.

System Viewer

  • For Windows 10, the export of AVI files has been added. For playback, a corresponding player is required, e.g. Microsoft Media Player®.
  • Solid models can now be exported in 3D Manufacturing Format (3MF) and Standard Tessallation Language Format (STL). Both formats are suitable for output on 3D printers and are supported by the Windows 10 apps "3D Viewer" and "3D Builder".