Thursday, 19 November 2015


Default Joint settings in ConSteel and csJoint 9

ConSteel's functionalities makes the Joint design procedure a quick, and easy process, by giving additional tools to the hands of the users.
When you create a new joint both by manually or by model, there are certain parameters what will be set to a default value. These parameters are like weld sizes, method of weld design, bolt material and diameters, stiffener plate properties etc...

When you working on a large model, or simply want to design more joints in csJoint, setting these default parameters by hand (e.g. if you have a specified palette of bolts, or plate material) at each joints would take a lot of time. In this case, creating a new, user defined default setting can be very helpful, and can save you time.

The default joint settings can be modified at the "Default joint settings" dialog, what can be reached from two places.
The first option is when you make a new joint (by model or manually), by clicking the crossed screwdriver and wrench icon beside the dropdown menu. At the dropdown menu, user defined default settings will appear, and can be chosen for the joint creation.
Build new joint object dialog - When creating joint by model

Select creation mode - When creating a joint manually
The second option to reach the "Default joint settings" dialog is by clicking on the crossed screwdriver and wrench icon at the "Joints" dialog.
Joints dialog - List of all defined joints
After clicking the  crossed screwdriver and wrench icon, "Default joint settings" will appear. The parts and functions of the dialog is the following (picture below):
1. Here you can create a new, or delete an existing default setting
2. Here you can switch between the defined default joint settings
3. Here you can choose the component from the tree structure which you want to modifie. These are: General informations, Stiffener properties, Bolts properties, Foundation properties, welds properties, plates properties and gusset plate properties.
4. Here you can change the default values of a parameter of a chosen connection type (3.)
Default joint settings dialog
After you click OK, the setting will be available at the dropdown menu of "Default settings of the joint".

The joint configuration file is saved to the Documents\ConSteel folder as UserConfig.xml, what contains all of the user defined settings. This UserConfig.xml file can be used by other users too, if it is copied to the Documents/ConSteel folder.

Friday, 9 October 2015

Tips & Tricks

Choosing the orientation of a symmetric joint when placing it on the model.

The well known "place joint" function on the structural members tab has a may not commonly known feature, what can be used to define the orientation of joints created by the user when placing it on the model.

The definition of the orientation can be performed on the graphical display of the "Place joint on model" dialog. The alignment of the joint model on the dialog can be applied on the ConSteel model ,if:
  • There is more than one option on the placement 
  • The geometry of the connected members are completely the same
If there is only one option on the placement (for example a single beam connected to a column), than the rotation of the joint on the graphical display will not affect it at all.
This feature can also be useful, when placing complex joints with symmetric geometry, but with different connections placed on it due to the different stresses.

Friday, 2 October 2015

Tips & Tricks

Object selection in ConSteel by searching only a particular part of the object name, using the " * " sign method.

The Select by property function has a less known feature, which can be useful when searching for different objects, but with a partially matching name. 

Select by property function can be started with a right click on the modelling area. 

For example, on the following model, there are a lot of different types of joints defined, and you want to select those, which has HEA340 typed in their names.

Of course, this method works not only for "Placed joints", but it can be used in any "Name" cells on "Select by property" dialog. 

In this case, the steps to do this, are the following:

  1. Right click on the modelling area and click on Select by property
  2. Select Placed joints in the drop down menu of the dialog
  3. Type *HEA140* into the Name edit box
  4. Click Apply, or OK

This " * " feature  can be used for the following types of searches:
*HEA   -Will select all objects, with name ending with HEA
HEA*   -Will select all objects, with name starting with HEA
*HEA* - Will select all objects which has HEA somewhere in their names

On video: 

Friday, 25 September 2015


Guidance for the application of imperfections in ConSteel 9 

Part 1

This guidance on the imperfections is scheduled to be a series, what would cover the use of the imperfection functions in ConSteel, background theory of imperfections by the Eurocode (1993-1-1), and practical uses of imperfection functions in ConSteel.
This first part of the series will show the types of the imperfection types of the Eurocode, and how to use these implemented imperfection functions in ConSteel.

Basically, EC 3 defines 3 methods for the stability checks of individual members and global structures:
a, Slenderness and reduction factor based method (1993-1-1 part 6.3)
b, Imperfection method (1993-1-1 part 5.3)
c, Imperfection and slenderness/reduction factor based method (1993-1-1 part 5.2.2 b) )

Eurocode defines two types of imperfections, local and global types. Local imperfections are applied on individual members, while global type of imperfections are applied on the whole structure. 

Application of imperfections in ConSteel
Local imperfections:

Initial bow can be defined on the property bar, as a member attribute of the selected bar member at the Bow imperfection cells. It is a half sinus wave with a set amplitude, based on the length of the member. Independent from the loadings, and from support system.It can be defined in the direction of Z and Y axes of the bar members local coordinate system.  Direction of the bow imperfection can be changed in the positive and negative directions of the axes with a minus (-) sign.

After defining an initial bow on the model, it will automatically taken into account during the analysis, since it is a model attribute. No further settings are required.

Relative initial bow of members for flexural buckling is defined as a local imperfection by Eurocode 3, part 5.3.2 (b). The design value of the amplitude eo/L is based on the buckling curves, according to the table 6.1 of EN3. These buckling curves are determined from test results which were performed on fork-pinned columns.

Global types of imperfections

Global types of imperfections can be taken into account during the analysis, by choosing them from the Global imperfection Dropdown menu on the analysis parameters dialog.

Initial sway defines a sway on the whole model. Usually this effect is negligible in certain types of structures. It is used in the case of those frames, which are sensitive to buckling in a sway mode.  The formula for the calculation of φ is given in ConSteel. More types of initial sway imperfections can be defined in different directions, with different extents. It can be chosen later, at the analysis parameters tab that which one should be used for the analysis of the structure.
On the finite element model, we can get a feedback about the applied initial sway imperfection, as the picture below shows. If it is checked at the analysis parameters tab, further calculations will be applied on this modified finite element model.

Initial sway is defined in part 5.3.2 (a) of EN 1993-1-1. Value of initial sway is depending on the height of the applicable columns, height of the structure, and number of the columns in a row. It should be applied in all relevant horizontal directions, but need only to be considered in one direction at a time.

Notional load or the equivalent horizontal force. It can be taken into consideration in any load cases, and load combinations with the checkboxes. ConSteel checks (on finite element level), if there are vertical loads in the loadcases/combinations on columns. Vertical loads will be multiplied with the multiplication factor, and it will be placed as a horizontal force in the desired direction, what can be chosen automatically, or it can be given manually. In case of automatic choice of direction, ConSteel checks all of the directions, and the vertical loads will be placed in the dominant one.

Method of equivalent horizontal forces is defined in EC1993-1-1 chapter 5.3.2 (5)B, (7).

Application of eigenshapes can cover local and global imperfections too, depending on the applied buckling shape.
The method of the eigenshape application is the following. After a buckling analysis, we will get the buckling shapes of the model, what we can use to modify the finite element model, and use them as imperfections. Next time, if we take into account the imperfection during the analysis of the model, it will be performed on this modified finite element model. Steps of defining imperfection using the function:

  1. Click "Apply eigenshape as imperfection" after buckling analysis is performed. The dropdown menu can be reached with a right click on the bar member.
  2. On the next dialog, Type of the amplitude can be selected (mm or multiplication factor). In case of chosing "mm" option, the amplitude will be defined where the maximum deformation of the finite element points are. In case of choosing the multiplication factor, a multiplicator has to be given by the buckling values of the model. (It is important, that these buckling values has no physical content, they are normalized, in order to be able to display). Value of the amplitude can be defined manually, OR by clicking the three dots button, what will lead to step 3
  3. On the amplitude of eigenshape dialog, there is two options of defining the amplitude, based on different parts of the standard. The first (upper blue box on the picture below) is based on the equivalent initial bow imperfection (Table 5.1), and the second is based on the elastic critical buckling shape (lower blue box on the picture below).
  4. On the global imperfections dialog, further options are available. Values of amplitudes can be still modified here, manually. Different amplitudes can be defined for different buckling eigenvalues. It can be decided here, that which of them should be taken into account.

Used chapters of the standard:
Equivalent initial bow imperfection 1993-1-1 5.3.2 (3) b)
Equivalent imperfection based on the elastic critical buckling shape 1993-1-1 5.3.2 (11)


For further information about structural imperfections, please check out our webinar about this topic:
Application of structural imperfections in the design to Eurocode 3

Friday, 28 August 2015

Tips & Tricks

"Two level model diagnostic tool in ConSteel 9"

In ConSteel there is a possibility to perform a model check on the structure to reveal modelling errors. This model check or diagnostics can be separated to First and Second level model diagnostics:

The First level diagnostics runs automatically before starting the analysis. It is performed on the generated finite element mesh, and it covers the following checks:
   -overhang of line loads and line supports
   -point loads and point supports are not on the model
   -overlap of surface members
   -overlap of bar members
   -very small distance between points or lines of surfaces, bars, loads or supports (the limit distance can be set in the Options >> Diagnostics menu)

The Second level diagnostics can be initiated manually, at any time during the modelling stage to examine the current state. The function can be launched by clicking the View >> Diagnostics... button. It is performed on the user model, where basic requirements for performance of a model are controlled, and it covers the following checks:
   -existence of loads on the structure
   -existence of support on the structure
   -length of bars, line loads and line supports
   -value for the thickness and finite element size for surface members
   -overlap, length and compatibility of haunches
   -multiple supports on the same place
   -compatibility of tension bars
   -hinges on free beam ends
   -unproperly supported model parts

It is advisable to perform a second level diagnostics after the modeling of the structure to reveal errors occurred by inaccuracies of the model building. After these errors had been fixed, it is OK to proceed to the analysis, which will automatically trigger the first level diagnostics. If it still reveals model errors, it is easier to handle them if all of the problems from second level diagnostics had been fixed.

There are two kinds of diagnostic messages:
ERRORS: They make the calculations impossible or meaningless to execute so the detected errors stops further calculations.
POSSIBLE ERRORS: The warnings allows the calculations but they can influence the results.

By clicking on any of the object name in the tree structure, and pressing the SELECT button, the selected object will be highlighted in the model graphic. The selected object can be erased by pressing DELETE button, or it can be modified with the regular geometric operations.

To see the use of the diagnostic tool, please watch our tutorial video below, or cick on the link below:
Two level model diagnostic tool in ConSteel 9

To read more about the Diagnostics in ConSteel, please see the following chapters from the manual:
   1.2.3 The menu
   1.2.7 The windows of object tree, diagnostics results and object properties
   7.3 Model check (diagnostics)

Tuesday, 11 August 2015


"What is the difference between Global stability check, and Member check function? How can I get the buckling length of a certain member?"

In Eurocode 1993-1-1, and so in ConSteel, there are 3 methods to verify the stability of a model:

  • Imperfection approach (described in Section 5.2 and 5.3)
    • The structural model is subjected to appropriate geometrical imperfections and after completing a second order analysis, only the cross section resistances need to be checked
  • Isolated member approach ( described in section 6.3.1, 6.3.2 and 6.3.3)
          The method is based on two essential simplifications:
    • Structural member isolation: The relevant member is isolated from the global structural model by applying special boundary conditions (supports, restraints or loads) at the connection points which are taken into account in the calculation of the buckling resistance
    • Buckling mode separation: The buckling of the member is calculated separately for the pure modes: flexural buckling for pure compression and lateral-torsional buckling for pure bending. The two effects are connected by applying special interaction factors.
  • General method (described in section 6.3.4)
          The basic idea behind the general method is that it no longer isolates members and separates             the pure buckling modes, but considers the complex system of forces in the member and                     evaluates the appropriate compound buckling modes. The method offers the possibility to                   provide solutions where the isolated member approach is not entirely appropriate:
    • The general method is applicable not only for single, isolated members, but also for sub frames or complete structural models where the governing buckling mode involves the complete frame.
    • the general method can examine irregular structural members such as tapered members, haunched members, and built up members.
    • The general method is applicable for any irregular load and support system where separation into the pure buckling modes is not possible.
However, in pure cases (pure compression, or pure bending), buckling length calculated from general method can be equated with isolated member approach. In the following, a "how to" example will be shown on a pure compression column:


Determination of alpha critical factor with buckling analysis:
Alpha critical factor: Minimum amplifier for the in plane design loads to reach the elastic critical resistance of the structural component with regards to lateral or lateral torsional buckling without accounting for in plane flexural buckling.

Elastic critical normal force can be expressed, with the multiplication of alpha critical, and Ned. With a substitution to the Isolated member approach formula, buckling length can be calculated. 
In this case, the buckling length is 2088mm, which (with the 3000 mm whole column length) gives back the well known 0,7 effective length factor by the buckling shape of a top-pinned, bottom-fixed column.


If you want to read more in this topic, please click the following link:

Thursday, 6 August 2015


User defined Standards

Although, we always consider the demands of our users during the development of ConSteel, it is possible to run into a problem, that does not have a direct solution. Our principle in these situations, is to give an alternative solution for the actual problem. The next feature of ConSteel is also built on this effort.

In ConSteel, a great variety of National Annexes can be used for structure design. The Standards menu provides a great opportunity to view existing annexes. In case if you can not find the annex you wish to use, you are still able to define a new, custom one, in an easy way.

The following annexes are available in ConSteel 9 at the moment:
Recommended, German, Hungarian, Dutch, Finnish, Singapore, Portuguese, Swedish, Austrian, Polish, Greece and Spanish

Standards dialog can be opened by clicking the "Standards" menu in ConSteel.
On the left side of the Standards dialog, the standard tree is shown. By selecting a standard, all of the parameters, combination factors, safety factors are sorted, and they can be checked by chapters.

If changes in the parameters of an existing annex is necessary, it can be performed, by selecting the existing annex which is the most similar in parameters to our missing annex, and then by clicking the "New" button on the bottom left side of the dialog. With this action, a User defined annex will be generated, what has the same parameters like the selected annex had before clicking the "New" button. The difference is that the parameters of this copy of an annex are editable, and can be redefined by the user.

Unlimited number of user defined annexes can be created, and they will all appear under the User component of the Standards tree. They can be edited at any time later.

 By default they will be saved to the following file:  Documents\ConSteel\UserSandard.xml

Thursday, 9 July 2015


Optimizing a joint in csJoint module

    We often receive complains, where it is asked that why the utilization of a joint model is not reacting to the changes of certain component parameters.

    It is a fact, that in some cases, to make a joint adequate, may look like a complicated task on first sight, (since there are a lot of component parameters to set), but if we know the basics about the background of the calculation, it is going to be a simple, logical and consequent process.

    The Eurocode 3 design approach consists the component method, that supplies procedures for the evaluation of the resistance, stiffness, and rotational behaviour of a moment end plate joint.
The summation of the mechanical parameters of each components, gives the mechanical parameters of the whole joint. The resistance of the weakest component dominates the resistance of the whole joint as a result.
Configuration, and functional model of a moment end plate beam to column joint can be seen below:

    For the determination of the Resistance and stiffness of this joint, the behaviour of the following components has to be checked under the acting of the internal forces:
1. Column web in shear
2. Column web in compression
3. Beam flange in compression
4. Column flange in bending
5. Bolts in tension
6. End plate bending
7. Column web in tension
All of these components has their own resistance and stiffness.

    When checking a joint in csJoint, it is strongly advisable, to always check which are the weakest components of the joint, since it will determine the resistance of the whole joint. These dominant compression and tension components can always be checked on the result view window.
Those parameters should be strengthened, which are related to the weakest component, otherwise the changes will not affect the utilization. For example, in case of:
  • Mode 1:Complete yielding of the flange (end-plate in bending) Only the end plate properties should be strenghtened, like material, and thickness of the plate
  • Mode 2: Bolt failure with yielding of the flange (end plate in bending): Size, and material of the bolts, and thickness and material properties of the end-plate can also be increased
  • Mode 3: Bolt failure: the size of the bolt should be increased, or a higher grade material should be chosen, or haunch can be applied on the beam to increase the level arm of the tension force
  • Column web in shear: Shear stiffeners on the column should be applied
  • Column web in compression: Web stiffeners should be applied
  • Column flange in bending: Flange stiffeners should be applied
  • etc...

Strengthening the parameters of the weakest component should be continued until another component will replace it, and become dominant. Beyond this point, strengthening the previous component will not affect the utilization of the joint.

Since the calculation of the whole joint is automatically executed after every change in the component parameters, the process of joint optimization can be monitored dynamically.

Monday, 22 June 2015


„I have changed the language of ConSteel to „X”, and some phrases are still in „Y” language. Am I doing something wrong?”

No, in the current, 9th version of ConSteel, changing the languages may need some explanation. Currently, languages can be changed in three places, for different purposes:

    1. Language of the user interface can be changed in the Options-Languages dialog. When starting a new model, by default, ConSteel always choses the last used language. By changing it, all of the text content on the screen and on the dialogs will be translated, but to apply the changes, the program needs to be restarted.
The following languages are available at the moment, in ConSteel 9:
English, German, Hungarian, Romanian, Russian, Slovenian, Polish, Spanish, Slovak, Portuguese, Serbian, Turkish, Chinese, Bulgarian, Greek and Italian

    2.  Language of default model scripts can be set when starting a new model. These model scripts are generated with the creation of a new model file, and they can only be changed by manually modifying them. For example, this function is useful, when it is destined that the Documentation has to be generated with spanish language, but we want to use english during the designing process. By selecting spanish for these scripts at the creation of a new model, they will appear in the documentation  with the selected language later.
The following phrases belongs to default model scripts:
-Default names of layers
-default names of certain types of supports and end-releases
-Default names of Loads, Loadcases and Load combinations

    3.   Documentation language can be chosen on the New Document dialog, and it can be changed later at any time during the process of the documentation of a model. Language of a finished document can also be changed to any of the available languages.
Naturally, user defined headings and text chapters will not be translated with the change of the documentation language.

Wednesday, 3 June 2015

Tutorial about the generation of meteorological loads in ConSteel 9

-Automatic meteorological generation for 3D structures
-Automatic determination of the necessary meteorological load cases
-Wind load parameters (internal and external pressure, wind friction) settings acc. EC1
-Snow load parameters settings acc. EC1

Automatic meteorological load generation in ConSteel 9

Monday, 1 June 2015

Tips & tricks

     After running a Global check of the sturcutre, the result table on the bottom of the screen has a feature to select specific load combinations for the next Analysis.

To do this, selection of desired load combinations is needed. (As on all tables in ConSteel, multiple selection of different load combinations can be performed easily using Ctrl+select, or Shift+select features of Windows) With a right click on the selected combinations, a dialog will pop up that says „Select only these combination for the Analysis”  (picture below)

This feature of ConSteel can be very useful when working on a model with a lot of loadcases (wind in different directions, with and without internal pressure, snow,seismic etc.), hundreds of load combinations can be generated by the EN, and many of these combinations are irrelevant. Running an Analysis on all of the load combinations can take a lot of time, what could be saved, if the relevant load combinations are calculated only. To find them, it is necessary to know, that in ConSteel two types of load combinations can be used for calculation, and it can be decided on the „Analysis parameters” dialog which one to use:

-1. Calculate load combinations: direct calculation of previously created load combinations (can be used for first, second order, buckling, and vibration analysis too, but the running time is slower because of the huge amount of possible load combinations)
-2. Calculate simplified combinations by superposition: calculation of load combinations by superposition of the results of load cases (can be used for first order analysis only, but the running time is faster since only the load cases are calculated directly during the analysis, and load combination results are calculated by postprocess)

Fastest way of finding the relevant load combinations:
1, The first time when analysis is being performed use the Calculate simplified combinations by superposition option.
2, Under the global checks tab, design should be performed, and on the results table, selection of the load combinations with significant utilization should be selected. The limit value for significant utilization (accordingly the number of the selected load combinations which are applied for analysis) is the choice of the designing engineer, but it is generally true, that where first order utilization is low, stability problems will not appear.
3, The next run of analysis can be performed  using the Calculate load combination option only for the previously selected combinations, parameters can be extended (second order, buckling analysis…)

     To demonstrate the speed of this process, a simple example will be shown using the previously shown technique of finding relevant load combinations versus  when running all of the combinations:
The model that is being used, a simple structure, a steel hall with 20x40 m layout dimensions, a 7 m spine and 5 m corner height. 

Beside the Deadload and installations on the structure, Windload, snow, and exeptional snow loadcases were generated. There were: 
-27 load cases defined
-which are produced 143 load combinations in persistent and transient design situations

The running time of the whole design process on a laptop, using both the Calculate simplified combinations by superposition and Calculate load combination option:
-Analysis (using Calculate simplified combinations by superposition for all load combinations) 16 seconds
-Global check (first order, for all load combinations) 84 seconds
-Selection of load combinations with utilization higher than 30% for the analysis --13 load combinations all together (instead of  the original 143)
-Analysis (using the Calculate load combination option on previously selected load combinations) 28 seconds
-Global check (second order and buckling) 25 seconds
Total time: 2 minutes 33 seconds

The running time of the whole design process on a laptop, using only the Calculate load combination option on the analysis parameters panel:
-Analysis (using Calculate load combination option for all load combinations) 3:58 minutes
-Global check (second order and buckling) 3:26 minutes
Total time: 7 minutes 24 seconds

     So after all, on a relatively small model like we used, this design method can save a lot of time during the analysis, which can speed up the design process of a structure.
Even so, at the very end of designing a structure, it is advisable to run the analysis using the Calculate load combinations option for all load combinations.

Tuesday, 19 May 2015


In case of haunched frames, the in-plane bending moments are not the same on the corners, under symmetric load.

Important to know, that for the haunched part of the member, new sections are created during the automatic finite element generation, which consist of the original section and the haunch with appropriate web height. These new sections are placed eccentrically on the reference line of the member (except the symmetrical haunch type).
Modified sections on the haunched stage

The eccentricity causes additional effects in the analysis results, due to the eccentric position of the section forces. For instance, at the beam-to-column connection point of a frame  with haunched beams and/or columns the equilibrium of the in-plane bending moments exists only if the additional moments from the eccentric axial forces are taken into account.

The reason is that the Normal force in the beam has an eccentricity compared to the gravity center of the beam-with-haunch cross section. This eccentricity of the normal force causes a change in the My in-plane bending moment results on the beam.

Value of the in-plane bending moment caused by the eccentric normal force is calculated as follows:

*Haunches can be applied on beams or columns under the structural members tab, by clicking on the
button. Three types of haunches can be applied, lower, upper, and symmetric. Good to know, that on the Haunch on bar dialog (picture below), using the black arrow icon, properties of the selected member (beam or column) can be copied, and it will be setted for the Haunch parameters.

Thursday, 7 May 2015

Tips & Tricks:

Placing of multiple point supports:

Building up a complex model can take quite a lot of time. Since a properly builded model is essential to the analysis and for the design of the stucture, it is rewarding if the easy round of duties can be solved quickly, and the more important matters can get more attention.

During the modelling phase, Multiple support placing can speed up the process of placing the supports. Columns are a good example. It is not necessary to place each support one-by-one by clicking the end of all of the columns. With the black arrow icon on the Point support dialog, desired support type will be placed on all of the selected column ends. With this little function, all supports can be placed in about 2 simple mouse clicks.

Friday, 17 April 2015

What's new in ConSteel 9 and csJoint 9

On the occasion of releaseing the 9th version of ConSteel and csJoint, we managed to give a Webinar about the fresh features.

If anyone missed it, it is available on Youtube now:
ConSteel webinar - What's new in ConSteel 9 and csJoint 9

Some of the new features are:
-Plastic hinge analysis
-Frame corner wizard
-Crane and moving load
-Buckling sensitivity (automatic selection of elastic critical factor for buckling check)
-Design of spread foundations
-Automatic meteorological load generation

Tuesday, 7 April 2015

Tips & Tricks

Start/End-releases of bar members

Most of the model failures are in connection with incorrectly defined start/end-releases. ConSteel is always working in 3D,  so understanding the behavior of the connectivity between members is essential for a properly built model. With release problems Analysis cannot be initiated, error messages will appear which can be frustrating if we do not know how to handle them.

Related Error messages:
"Model instability on the x. finite element node."
"Error in release definitions."
"Model error! Please check the support conditions, especially the twist of members!"

In most cases one or more of the degrees of freedom are set to "free", which causes model instability, and actually it lets to a bar member to twist around its own axis

What are start/end releases are for?
With start/end releases you can set, how a selected bar member should join to another (For example a purlin, to a beam, or a bracing element to a beam).
With practically chosen releases, real life situations can be better approximated, design can be more accurate.
Local coordinate system of a bar member

Every member (bar, support etc) in ConSteel has its own local coordinate system. In case of bar members, the local X axis is always the reference axis, the Y and Z axis are the major and minor axis of the cross section (See the picture).

By setting start/end-releases, you can allow or fix relative displacements of the endpoint of the chosen bar member in the direction of (local) axes (X,Y,Z), and rotation around the three local axes (XX,YY,ZZ). Furthermore, you can allow or fix warping, with the „w” parameter.

In ConSteel, there are predefined releases to choose from, but new, custom releases can be created too. For example, yy,zz release means, that the bar member can rotate around its local Y, and Z axes at the start/end point. This release type is typical for bracing elements. See picture below

Release setting

Thursday, 5 March 2015


How can you place surface wind loads, when you have a custom shaped flat roof, instead of the standard types, what you can see in Eurocode?

Step 1 -Calculate wind load intensities
With ConSteel, one possible solution is to cover the roof with a load transfer surface, which fits to the edge of the building from the wind direction, and run the wind load generation. As a result, you get the zones (F,G,H,I) with proper dimensions, and with proper wind load intensities.

Step 2 -place the loads for each zones
After this, you should create a new load transfer surface, which now, fits to the edges of the building (with draw polygon option). Next, is to place the previously calculated load intensities for each zones with using the "create surface load option". With this option, you are able to place more different surface loads inside of a load transfer surface.

Sunday, 1 March 2015


"General elastic utilization is higher than the utilization in the Dominant Calculation. Why is that?"

   Eurocode tells, that it is conventional to define a cross section’s resistance by it’s plastic resistance, if the class of the cross section is 1. or 2. In this case, the cross section’s resistance will not be dominated by it’s general elastic resistance, however you can check these results too (since it's been calculated).
   When performing a global ceck on a structure, all the possible calculations will be executed according to the Eurocode (the whole EN 1993-1-1 and parts of EN 1993-1-5). The results of these calculations can be viewed both in graphic way, and in analytical way (section modul) too.

To see which design checks had been calculated, or to get more information in this topic, check out our User Manual at Steel cross sections 
Cross section class

Welcome to ConSteel & csJoint FAQ,

   With this blog, we would like to help to those users who has just started to use ConSteel, and for those, who are already using the software from day to day work. As an extension of ConSteel’s support system, we would like to help the better understanding of the program, by shareing common problems from our users in practise.

We would like to:
collect frequently asked questions: and give generalized answers to them (FAQ)
give short tips-and-tricks: which can help you to use ConSteel more effectively(Tips and Tricks)
- and give updates about our latest webinars (WEBINAR)

If you have further questions to a post, you can leave a comment, or we are standing at your service at: 

If you are new to ConSteel, you can try the trial version for free. All you have to do, is to download it from our official web page, and request the suitable software key for you. ( proper informations required) 

Our web page: 

Hoping, that this page will be a useful tool in the hands of our users, we wish the best.

ConSteel Team