## Archive

On this page the novelties of previous InfoCAD versions are documented.

On this page the novelties of previous InfoCAD versions are documented.

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).

- 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.

- 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.

- 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 A
_{c,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 A
_{c,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 f
_{ct,eff}. - The documentation has been adapted to the new version of the DAfStb "WU-Richtlinie" (directive for waterproof concrete structures) as of December 2017.

- In Eq. (6.52) the upper limit for the punching resistance with punching shear reinforcement is set to k
_{max}· v_{Rd, c}with k_{max}= 1.65. - The maximum punching resistance v
_{Rd, 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.

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

- 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 σ
_{c,perm}is now also graphically processed. - The load-dependent coefficient λ
_{c,0}for the fatigue check of railway bridges can now optionally be determined automatically. The user input is thereby reduced to the constant factors λ_{c,1}to λ_{c,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).

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

- 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 λ
_{c,0}can now be determined automatically as an option. In addition, the permanent stress σ_{c,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 A
_{c,eff }can be determined ring-shaped now. - The coefficient k
_{c}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 A
_{c,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.

- 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.

- 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).

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

- 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".

- When changing edges (length or endpoint), the adjacent model faces will be adjusted to preserve them.
- 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.
- In the dialog 'Renumber cross sections' the cross section colors can be displayed.

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

- 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".

- From Revit imported calculation models can now be updated after changes. Adjustments made in InfoCAD stay preserved.

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.

The concrete checks have been adapted to the new version of the National Annex Austria of Jan 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.

- 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.
- A constant average steel strain within Ac,eff can optionally be chosen as the basis for calculation.

- 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.

- 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 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.

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.

Further explanations and a download can be found here.

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

- 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.

- 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 program for crack width calculation, a selection for the type of restraint has been added.

- 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.

The following chapters provide you with the latest information and the most important changes with respect to the previous version 16 from July 2016 (PDF-Info).

General Information

### Construction Stages

The functionality has been completely revised and extended. The following improvements were made:

### Dynamics

### Structure Analysis for Fire Scenarios

### Recalculation Guideline for Road Bridges

### IFC - BIM

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

### Steel Checks acc. to EN 1993-1-1

### Timber Checks acc. to EN 1995-1-1

### Nonlinear System Analysis

### License Manager

### Webserver

General Information

- A new 'overlapping test' was introduced to control the model drawing. This allows you to find overlapping drawing objects.
- Texts can now be defined right-aligned or centered.
- The UNICODE standard is now accepted in the program interface to use alternative character sets. Now it is possible to use e.g. Cyrillic, Greek, etc. characters.
- The selection features of the command 'Select group...' was significantly extended.
- In the print preview, a new arrow object is available as a supplement to the commentary box.
- The commentary box can now be filled with a hatching pattern or a background image.
- The torsional moment of inertia Ix of polygonal cross sections can now be given a factor. So the torsional stiffness of several cross-sections can be simultaneously reduced.
- The preparation of the geometric stiffness matrix for the calculation of buckling eigenvalues is now parallelized also.
- The soil settlement calculation with the modulus of compressibility method has been parallelized.
- The FEM line hinges now support spring stiffnesses. These are suitable for modeling balcony connections (e.g. according to the Schöck Isokorb® FEM Directive).
- The speed of the 'Dynamic train load' can now be increased incrementally with the function 'Generate load cases'.

- In the calculation menu you can now start the calculation of all available construction stages. If defined, the batch call of each construction stage is started with the selected checks.
- In the new docking window all construction stages are listed and can be loaded directly. The set view remains.
- Properties (e.g. tendon geometries) can be copied to all selected construction stages.
- Objects can be subsequently added and copied to other construction stages.
- The 'CS attribute' has been removed. The connection of the files is now only made via file names.

- The overlay of the laminate stresses was supplemented for the evidence using the response spectra method.
- In the log, the load sums of the individual modal contributions are now listed.
- The position of the mass center point is calculated (added in the listing).
- The preparation of the mass matrix was parallelized.

- For the steel layers taken from the concrete checks, it is now also possible to differentiate between cold-formed and hot-rolled.

- For documentation of the load bearing capacity, the table representation and the detailed log were enhanced.
- The check of the concrete and steel stresses, the crack width and the fatigue can now be performed alternatively on the basis of the existing or required reinforcement. The selection is made in the analysis settings.
- In the section dialog, the selection of checks has been revised and expanded, in order to be able to select previously bundled checks separately.
- For the robustness, crack and torsional reinforcement of beams and design objects, the utilization is now also proven.
- The utilization check of bending, robustness, crack and shear reinforcement has been added for area elements.
- In the standard design for lateral force and torsion, the existing basic reinforcement is maintained as in the bending check. In addition, the required reinforcement without basic reinforcement is checked.
- The check against fatigue for concrete struts is now performed separately for the stress directions y and z.
- In the fatigue check for shear reinforcement in level 2, the concrete strut angle is now determined according to Eq. (12.23) of the guideline.
- Alternatively, the fatigue check for lateral force in level 2 can now be performed on the basis of the main tensile stress criterion.
- All checks were adapted to the BAST interpretations from February 2017.

- The conversion of IFC objects has been fundamentally revised.

- The check against fatigue for concrete struts according to EN 1992-2, Chapter 6.8.7, has been supplemented.
- In the section dialog, the selection of checks has been revised and expanded, in order to be able to select previously bundled checks separately.

- For double symmetrical I and H profiles as well as for rectangular box sections, the plastic cross-section resistance is optionally determined according to Chapters 6.2.3 to 6.2.10.
- The cross section library was extended by hot-rolled hollow sections according to EN 10210-2.
- For pipe and rectangular sections, the stability proof for bending and pressure according to EN 1993-1-1, Chapter 6.3.3, has been supplemented (lateral torsional buckling program).

- In case of biaxial lateral force load, the condition of equation (6.13) is now also verified for the resulting shear stress. The interaction equation (NA.55) of the National Annex Germany is only evaluated in case of double bending.
- In the analysis settings, it can now be selected which cross-sectional dimensions are decisive for the determination of the coefficient kh according to Chapter 3.2 and 3.3.

- It is now also possible to calculate prestressed structures. The tendons are implemented directly into the stiffness matrix and act in the concrete composite.
- The calculated tendon stresses and utilization are determined for the graphical representation.
- The crack strains can be shown for area elements. This allows a good assessment of the expected crack pattern.
- The start reinforcement is now added to the listing.
- For 3D beams, the complete stress state is now listed and can be visualized.
- The extreme steel stresses for beam elements can now be visualized.

- The environment variable INFOSERVER can be used to specify a number of computers for license connections. If the primary computer fails, InfoCAD automatically connects to a backup computer if a license manager is active there.
- In order to improve the reliability, we now also offer licensing special backup hardlocks.

- The web server has been migrated to SSL to ensure maximum connection security. Data transmission is now basically encrypted.

- The FEM line hinges now support spring stiffnesses.

These are suitable for modeling balcony connections (e.g. according to the Schöck Isokorb® FEM Directive).

- The preparation of the geometric stiffness matrix for the calculation of buckling eigenvalues is now parallelized also.

- In the calculation menu you can now start the calculation of all available construction stages.
- In the new docking window all construction stages are listed and can be loaded directly.
- Properties (e.g. tendon geometries) can be copied to all selected construction stages.
- Objects can be subsequently added and copied to other construction stages.
- The 'CS attribute' has been removed. The connection of the files is now only made via file names.

- The position of the mass center point is calculated (added in the listing).
- The preparation of the mass matrix was parallelized.

- The start reinforcement is now added to the listing.
- For 3D beams, the complete stress state is now listed and can be visualized.
- The extreme steel stresses for beam elements can now be visualized.

- The check against fatigue for concrete struts according to EN 1992-2, Chapter 6.8.7, has been added.

- The check against fatigue for concrete struts is now guided separately for the stress directions y and z.
- The check of the concrete and prestressing steel stresses at the ultimate limit state of the bearing capacity can now be selected separately for each cross-section.
- The checks were adapted to the BAST interpretations from 2.2. 2017.

- The cross section library was extended by hot-rolled hollow sections according to EN 10210-2.
- For pipe and rectangular sections, the stability proof for bending and pressure according to EN 1993-1-1, Chapter 6.3.3, was supplemented (lateral torsional buckling program).

- In the analysis settings, it can now be selected which cross-sectional dimensions are decisive for the determination of the coefficient kh according to Chapter 3.2 and 3.3.

- The environment variable INFOSERVER can be used to specify a number of computers for license connections. If the primary computer fails, InfoCAD automatically connects to a backup computer if a license manager is active there.
- In order to improve the reliability, we now also offer licensing of special backup hardlocks.

- The selection features of the command 'Select group...' was significantly extended.
- In the print preview, a new arrow object is available as a supplement to the commentary box.
- The commentary box can now be filled with a hatching pattern or a backgroung image.
- The torsional moment of inertia Ix of polygonal cross sections can now be given a factor. So the torsional stiffness of several cross-sections can be simultaneously reduced.

- It is now also possible to calculate prestressed structures. The tensioning strings are implemented directly into the stiffness matrix and act in the concrete composite.
- The calculated tendon stresses and utilization are determined for the graphical representation.
- The crack strains can be shown for area elements. This allows a good assessment of the expected crack pattern.

- The conversion of IFC objects has been fundamentally revised.

- A new 'overlapping test' was introduced to control the model drawing. This allows you to find overlapping drawing objects.
- Texts can now be defined right-aligned or centered.
- The UNICODE standard is now accepted in the program interface to use alternative character sets. Now it is possible to use e.g. Cyrillic, Greek, etc. characters.

- The overlay of the laminate stresses was supplemented for the evidence using the response spectra method.
- In the log, the load sums of the individual modal contributions are now listed.

- For the steel layers taken from the concrete checks, it is now also possible to differentiate between cold-formed and hot-rolled.

- For double symmetrical I and H profiles as well as for rectangular box sections, the plastic cross-section resistance will be determined according to Chapter 6.2.3 to 6.2.10 now optionally.

In case of biaxial lateral force load, the condition of equation (6.13) is now also verified for the resulting shear stress. The interaction equation (NA.55) of the National Annex Germany is only evaluated in case of double bending.

For documentation of the load bearing capacity, the table representation and the detailed log were enhanced.

The following chapters provide you with the latest information and the most important changes with respect to the previous version 15 from May 2015 (PDF-Info).

- Model edges can now have the meaning 'spring element', 'link element' or 'pile beam'.
- For loadings on curved surfaces and solid models a new 'projected' surface load is implemented.
- The new load type 'uniform load on model faces' allows a simplified creation of an area load by selecting model faces.
- In the option menu, the background color of the representation area can be optionally switched to black.
- The cross-section colors can now be saved in the project file.
- The line width can now be displayed on the screen.
- BIM specifications of imported IFC objects can now be displayed in a new property window.
- In the print preview, a new line object is available as a supplement to the commentary box.
- The license information of the help menu can now optionally be presented in a table and copied to the clipboard.

- The FEM analysis has been accelerated by further parallelization. The system preparation, the eigen value solver and the reinforcement preparation for the 'creep and shrinkage' load case were hence improved.
- The integration of link elements in the stiffness matrix for the 'parallel sparse solver' has been accelerated significantly.
- The standard equation solver has now also been parallelized according to the OpenMP standard.

To support pile calculations a number of improvements were made:

- Model edges can now have the meaning 'pile beam'.
- Bedding profiles can be defined.
- Variable bedding moduli and strengths are now available.
- The 'pile beams' are automatically meshed according to the bedding profile.
- In the non-linear calculation the bedding strengths will be considered. For this, the material nonlinearities can be switched off.

- The new type of cross section 'laminate' was implemented.

This is suitable for layered materials such as fiberglass or plywood constructions. - For specific calculations the shear bond between the layers can be disregarded.

- The concrete checks have been adapted to the amendment of the base document from 2014 and the amendment of the National Annex Germany from December 2015.
- For the punching shear check, the update implies that the maximum load-bearing capacity, which can be reached with the installation of a punching shear reinforcement, is now limited according to equation (6.52).

- The action QTS / QUDL for the traffic load model of the bridge checks was revised. This simplifies in particular the use of own load cases.
- The tandem vehicles of LM1 and LMM can now optionally be calculated transversely decoupled. This means, they are not necessarily adjacent. This can lead to higher stresses, e.g. for oblique-angled bridges.
- Load model 1 and LMM can now be projected on curved shell or solid bridge structures.
- The options Asb,Q + cor. Asb,T and Asb,T + cor. Asb,Q have been added to the graphical view of the shear reinforcement.
- In the single design the statically determined internal forces of prestressed steel layers are now logged.
- In the detailed log a complete listing of all check combinations with associated safety and combinations coefficients is output.

The new program module complements the existing bridge checks and allows recalculation of road bridges taking into account the specificities of the Recalculation Guideline 2015-04:

- DIN Technical Report 102 or DIN EN 1992-2 selectable
- Check level 1 or 2
- Graphical view of the base reinforcement
- Longitudinal and shear reinforcement utilization
- Calculation of the reinforcement reserves
- Check of the receivable forces (M and Q)
- Calculation of cotθ with the shear crack angle βr
- Check of the shear force resistance with the principal stress criteria
- Taking into account tendons for the torsional longitudinal reinforcement
- Crack reinforcement utilization
- Fatigue utilization

- The steel checks have been adapted to the amendment of the base document from July 2014 and the new edition of the National Annex Germany from August 2015.

- The corrections of the Austrian Standards Institute of 15 June 2015 for OENORM EN 1995-1-1:2014-11 and OENORM B 1995-1-1:2014-11 were incorporated into the timber checks.

- The calculation of the response spectra has been adapted to the new edition of SIA 261:2014.

- In the standalone program for crack width limitation the Swedish standard SS EN 1992-1-1:2014 with the national annex has been added.

- In the lateral torsional buckling program the flexural buckling checks for T-, L- and hollow profiles acc. EN 1993-1-1, Chapter 6.3.1, has been added.

- For loadings on curved surfaces and solid models is a new 'projected' surface load implemented.
- Model edges can now have the meaning 'pile beam'.

To support pile calculations a number of improvements were made:

- Model edges can now have the meaning 'pile beam'.
- Bedding profiles can be defined.
- Variable bedding moduli and strengths are now available.
- The 'pile beams' are automatically meshed according to the bedding profile.
- In the non-linear calculation the bedding strengths will be considered. For this, the material nonlinearities can be switched off.

- In the lateral torsional buckling programm the flexural buckling checks for T-, L- and hollow profiles acc. EN 1993-1-1, chapter 6.3.1, was added.

- The new type of cross section 'laminate' was implemented.This is suitable for layered materials such as fiberglass or plywood constructions.

- The action QTS / QUDL for the traffic load model of the bridge checks was revised. This simplifies in particular the use of own load cases.

- Model edges can now have the meaning 'spring element' or 'link element'.
- The new load type 'uniform load on model faces' allows a simplified creation of an area load by selecting model faces.
- In the option menu, the background color of the representation area can be optionally switched to black.
- The cross-section colors can now be saved in the project file.
- The line width can now be displayed at the screen.
- BIM specifications of imported IFC objects can now be displayed in a new property window.
- In the print preview, a new line object is available as a supplement to the commentary box.
- The license information of the help menu can now optionally be presented in a table and copied to the clipboard.

- The FEM analysis has been accelerated by further parallelization. The system preparation, the eigen value solver and the reinforcement preparation for the 'creep and shrinkage' load case were hence improved.
- The integration of link elements in the stiffness matrix for the 'parallel sparse solver' has been accelerated significantly.
- The standard equation solver has now also been parallelized according to the OpenMP standard.

- The concrete checks have been adapted to the amendment of the base document from 2014 and the amendment of the National Annex Germany from December 2015.
- For the punching shear check, the update implies that the maximum load-bearing capacity, which can be reached with the installation of a punching shear reinforcement, is now limited according to equation (6.52).

- The steel checks have been adapted to the amendment of the base document from July 2014 and the new edition of the National Annex Germany from August 2015.

- The corrections of the Austrian Standards Institute of 15 June 2015 for OENORM EN 1995-1-1:2014-11 and OENORM B 1995-1-1:2014-11 were incorporated into the timber checks.

- Areas with different section properties within model faces can now be created easier (e.g. mushroom slabs).
- The new load type 'area load onto beams' can be used to distribute an area load to selected beams.
- The bedding moduli of beams can now be represented graphically.
- In order to prevent covering of objects, 2D solids can be placed in the background by default.
- Divided lines, arcs and edges can be 'joined' again.
- With the context menu the values of multiple selected loads can be scaled.
- For area elements more than two reinforcing steel layers can now be represented graphically.
- The automatic finite element mesh generator was greatly accelerated.
- If for selection the window is dragged from right to left, also all objects crossing the boundaries of the window are selected.
- The analysis mode 'Selected Elements' can now be configured so that e.g. the results of the not selected elements are retained. The function can also be accessed via the context menu.
- The 'Parallel Sparse Solver' has been adapted and optimized to support the newest CPUs.
- The convergence behavior of the 'Structural Analysis for Fire Scenarios' of truss structures was improved.

- The additional tensile force ΔF
_{td}in the longitudinal reinforcement due to lateral force according to Section 6.2.3 (7) is now presented in the detailed log and saved for the graphical representation. - The computed crack width for the top and bottom of the cross-section according to Chapter 7.3.4 can now be graphically represented for beam and area elements.
- For the check of the minimum reinforcement according to Chapter 7.3.2 and the crack width according to Chapter 7.3.4, different specifications can now be made for the section edges and the reinforcement directions.
- References to the decisive chapters of the standard have been added to the detailed log.

- The additional tensile force ΔF
_{td}in the longitudinal reinforcement due to lateral force according to Section 6.2.3 (107) is now presented in the detailed log and saved for the graphical representation. - The computed crack width for the top and bottom of the cross-section according to Chapter 7.3.4 can now be graphically represented for beam and area elements.
- For the check of the minimum reinforcement according to Chapter 7.3.2 and the crack width according to Chapter 7.3.4, different specifications can now be made for the section edges and the reinforcement directions.
- References to the decisive chapters of the standard have been added to the detailed log.

The bridge checks have been adapted to the new edition 2014-09 of the Austrian National Annex. This leads together with OENORM B 1992-1-1:2011-12 to the following changes:

- The reduction factor for the concrete strength α
_{cc}= 1.0 is assumed for strength classes up to and including C50/60 according to Chapter 5.1.3.1. Above this class α_{cc}= 0.9 is still assumed. - The torsion design for full sections uses the interaction equation (9AT) of B 1992-1-1.
- For the fatigue check of reinforcing steel the reduced stress ranges according to B 1992-1-1, Table 5AT, are applied.
- In the fatigue action combination the statically determined part of prestressing is reduced according to Chapter 8.3.2. The reduction factor can be defined in the section dialog.
- The modified action combinations according to Table 2AT are used for the decompression and crack width check. The action dialog has been adjusted accordingly.
- In accordance with Chapter 9.2.1, the decompression check now proves that the concrete section within a distance of 200 mm from the tendon or duct remains under compression. The resulting 'compression depth' is saved for graphical representation.
- The minimum reinforcement for crack width limitation can be determined according to B 1992-1-1, Eq. (17AT) for centrical restraint alternatively. Therewith especially for thicker components a reduction compared to the default method can be achieved.
- For checking of the concrete and steel stresses in the serviceability limit state, the bonding behavior of the prestressing steel is taken into account according to B 1992-1-1, Eq. (14AT) with the bond coefficient ξ
_{1}from the crack width check. - In the modes 'Strain state SLS' and 'Strain state SLS2' of the single design, B 1992-1-1, Eq. (14AT) is also used for prestressed steel layers.

The design of timber structures has been adapted to the amendment A2 from July 2014. This leads to the following change for rectangular cross-sections:

- Equation (6.15) now returns lower values for the coefficient k
_{shape}for the modification of the torsion shear stresses.

- A new load-duration according to table NA.1 has been added to the wind action.
- The checks have been adapted to the application standard DIN 20000-3:2015-02 for EN 14080:2013 (glued laminated timber).

The design of timber structures has been adapted to new edition of the Austrian National Annex from November 2014. This leads to the following changes:

- A new load-duration according to Table NA.2.2 is available for the wind action.
- For softwood the coefficient k
_{cr}according to Chapter 6.1.7(2) is k_{cr}= 1.0. - The shear strength of softwood according to Chapter 6.1.7(2) is f
_{vk}= 2.3 N/mm² for solid timber and f_{vk}= 2.5 N/mm² for glued laminated timber. - During the shear check according to Chapter 6.1.7 now additionally for biaxial bending the Equation (NA.6.15-E1) is analyzed.
- For the combined load from bending and torsion the shear check according to Chapter 6.1.8 is calculated with the interaction equation (NA.6.15-E1).

- For reinforced concrete shell structures, multilayer reinforcement from a previous design can now be used as start reinforcement.

- The function Modify has been added to the context menu. With this function i.a. selected solids can be added together or subtract from each other.

- The resonant frequencies can now be calculated with the stiffness according to the second-order theory.
- To create spring-damper elements easier, a viscous damping constant can directly be assigned to spring elements.