Steel input/output improvements in SCIA Engineer 2013.1

 

2013.1

SCIA engineer v. 2013.1 provides improved GUI for the settings and execution of steel checks according to 1993-1. Improved Steel Setup and input dialogues ensure a fluent workflow and improved user experience. First of all, input variables are rearranged and, where necessary, organized in groups in order to provide a more logical structure to the GUI dialogues. Furthermore, descriptions are provided to individual settings in the Steel Setup, as well as references to the clause in the norm that was used and how it is interpreted (if clarification is needed).

Other GUI improvements concern the output of checks and reporting of results. Likewise, items are rearranged to ensure both organized and transparent output and methods of calculation, as well and organized reports. Additional tables with intermediate values are added, as well as more details related to the derivation of critical elements/load cases. Furthermore, notes and clarifications ensure that the generated reports give all necessary information and avoid misinterpretations.

Steel setup

These improvements concern the GUI menus related to steel checks for common heavy gauge members and cold-formed steel elements – for section and stability checks, for fire-resistance checks, checks for plated elements, etc.

Output improvements

The calculation reports for steel design in version 2013.1 have been significantly improved following suggestions given by users and other professionals. The tabulated data that is sent to the Engineering Report and Document, and displayed in the Preview Window of SCIA Engineer have been extended with additional clarifications, intermediate calculation steps (where needed), and clear references to used clauses in the standard and to other technical publications that are used. The listing of report items has been made more organised and contextual, in order to avoid misleading the user.

The new steel calculation report aims to present all calculation steps as accurately as possible, still it used the overall layout old users are well familiar with. The above mentioned improvements are part of a thorough rewriting of internal checks and in-depth improvement of overall architecture. As a result, steel checks in version 2013.1 run faster, using more modern calculation methods.

Figure 5 shows in detail changes in reporting cross-section class. Only section classification at the critical position for section checks (highest internal forces) was explicitly shown out in the report in previous versions. This lead to confusion when a different section class was used in stability checks. In the current version, cross-section classification is reported separately for section and member checks. Figure 5 also indicates a few additional aspects of the new report layout – additional notes and descriptions, intermediate values (section modulus, area, η coefficient).

Steel setup – examples

Figure 1. Steel setup – Member check

Previous version on the left; 2013.1 on the right

Figure 2. Steel setup – Fire resistance

Previous version on the left; 2013.1 on the right

Figure 3. Steel setup – Cold-formed steel

Previous version on the left; 2013.1 on the right

Figure 4. Fire resistance member data

Previous version on the left; 2013.1 on the right

Output improvements - examples

The following examples show how the output of section checks has been improved in SCIA Engineer v.2013.1.

Figure 5. Overall changes related to cross-section classification

Previous version on the left; 2013.1 on the right

Figure 5(Continued). Overall changes related to cross-section classification

Previous version on the left; 2013.1 on the right

Additional descriptions are added in order to indicate when the normal force or shear force are insignificant for a combined check to be performed.

Figure 5(Continued). Overall changes related to cross-section classification

In the case of stability checks, cross-section classification is performed at a number of locations along the member length. The highest calculated class between all locations is taken for the checks against relevant buckling types. This approach is different from the one in section checks, where a section may be classified as class 1 at the location of highest bending moment in the member. Higher bending moments diminish the effect of normal forces on slender webs, leading to lower section classes to be obtained at those locations. Hence, section classes for section and stability checks may often be different.

Figure 6. Tension check results

Previous version on the left; 2013.1 on the right

Figure 7. Compression check results for sections of class 4

Previous version on the left; 2013.1 on the right

The new version of the calculation report for steel analysis makes sure that the correct notation is used for derived properties, like section modulus – Wpl for sections of class 1 and 2, Wel for section class 3, and Weff for sections of class 4. Also, the derived moment capacity is correctly referred to: Mpl,y,Rd, Mel,y,Rd, or Mc,y,Rd also depending on section class.

Tables displaying the results of shear force checks show a reference to the axis along which the shear force acts – z or y (local axes). For general sections or other less common sections, notes are added to indicate whether the shear area from the cross-section properties was used in the calculation of plastic shear capacity, or whether the shear checks were performed in the elastic range.

Figure 8. Bending check results for members of different section class

Previous version on the left; 2013.1 on the right

Figure 9. Shear check results

In the case when shear area is defined in EN 1993-1-1:2005 (e.g. for an I-section):

Previous version on the left; 2013.1 on the right

In the case when shear area is not defined in EN 1993-1-1:2005 (e.g. for general cross-section):

Previous version on the left; 2013.1 on the right

Figure 10. Torsion and combined shear and torsion check results

Previous version on the left; 2013.1 on the right

Only relevant section resistances are listed. If the shear force has been reduced to take into account the effects of torsion, Vpl,T,z,Rd is listed in the chapter “Combined shear and torsion check for Vz and Tau,t,Rd” (see Figure 10). Figure 12 shows that if the normal force and shear force are not high enough to require a combined check, MNVy,Rd / MNVz,Rd will not be listed anymore. Different cases of the application of that rule are shown in Figure 10 to Figure 15.

Figure 11. Torsion and combined checks for T-sections

Previous version on the left; 2013.1 on the right

Figure 12. Combined bending, shear and axial force: Single bending, low N, low V

Previous version on the left; 2013.1 on the right

Figure 13. Combined bending, shear and axial force: Single bending, significant N, low V

Previous version on the left; 2013.1 on the right

Figure 14. Combined bending and axial force: Single bending, significant V

Previous version on the left; 2013.1 on the right

Figure 15. Bending, shear and axial force: Double bending

Previous version on the left; 2013.1 on the right

Figure 16. Bending, shear and axial force: U-section

Previous version on the left; 2013.1 on the right

Figure 17. Additional improvements. Section checks exceeding capacity

The method for calculation of combined action of axial and shear force and bending moments in the case of U-sections has been improved. In version 2013.1, it is possible to apply the plastic linear summation rule in 6.2.1(7) of EN 1993-1-1:2005. In the example presented in Figure 16, the new check results indicate the used section is sufficient, whereas the same section needed to be replaced with a heavier one in previous versions.

Additional improvements concern the display of reports if checks are exceeded for one of the internal forces in the member. In such cases, it is not necessary to print all report items, as the section needs to be replaced through further analysis.

11/11/2013