1. Steel construction highlights
A complete steel solution in Scia Engineer

2. Overview True Analysis – Analysis and structural model in parallel
Implementation of EN1993
Built-up welded sections
Fire resistance
AutoDesign – Optimisation
2nd order lateral torsional buckling
ArcelorMittal Cellular Beams (ACB)
Steel connection

3. True Analysis – Analysis and structural model in parallel
Work in parallel on the analysis model for the calculation part and on the structural model for the generation of drawings & connections.
Priority rules, excentricities, gaps can be added to the analysis model.
Goal: connection design, automatic generation of overview (GA) drawings and connection detail, link with CAD software.

4. True Analysis – Analysis and structural model in parallel

5. Implementation of the Eurocodes
Complete & reliable check of members & connections according to EN1993
Complete solution for the steel construction: combinations, wind & snow loads, check & optimisation of members & joints, fire resistance, composite design, etc

6. Steel code check according to EN1993

7. Global approach Stability analysis: global stability α critical
decision of 1st or 2nd Order calculation

8. Global approach Elastic analysis
α critical > 10 => 1st Order Calculation
buckling length is based on global buckling mode = equivalent column method
path a

9. Global approach α critical < 10 => 2nd Order Calculation
input of Global Imperfections = equivalent sway method
path 2a

10. Global approach
Global and Bow Imperfections
path 2c
path 3

11. 1st Order Calculation α_critical > 10
User has to do a Stress and Stability check of the structure
Stress check
Classification on every intermediary section: class1 , class2, class3 or class4
Stress check at every intermediary section with corresponding classification
Stability check
The critical section classification over the member is used to perform the stability check
Flexural buckling, torsional buckling, lateral torsional buckling, interaction check, battened compression members

12. 2nd Order Calculation α_critical < 10 (elastic analysis)
Global Imperfection (P – Δ –effects)
Buckling length can be taken equal to system length (= buckling factor is 1)
User has to perform a full Stress and Stability Check
Path 2a
Global and Local (Bow) Imperfections (P – Δ and P – δ –effects)
Buckling check is already incorporated in the Local Imperfection
Only Stress and LTB check has to be performed
Path 2c

13. 2nd Order Calculation Global Imperfection (P – Δ –effects)
Local (Bow) Imperfections (P – δ-effects)

14. Graphical presentation of imperfections

15. Calculation of buckling factors
Automatic calculation using General Formula based on
System lengths
Sway / non-sway
VARH-profiles
Crossing diagonals
LTA buckling system
User input of buckling factor or buckling length
Calculation of buckling factors using Stability Analysis

16. Calculation of buckling factors
Steel Setup
System lengths
Member buckling data

17. Calculation of buckling factors
General Formula:

18. Buckling factors using Stability Analysis
Phase 1:
Stability calculation
Phase 2:
Analysis of buckling shape
Phase 3:
Member buckling data using stability

19. Buckling factors using Stability Analysis

20. Buckling factors using Stability Analysis

21. Steel Setup 2nd Order calculation: only section check and LTB check
If Mcr can be calculated in
2nd Order
only a section check has to be
performed

22. Steel code check according to EN1993

23. Full Example Calculation of α_critical
1st Order Calculation: full check
2nd Order Caclution:
Global imperfections according to EN1993
Local imperfections according to EN1993

24. Interaction formula EC-EN
Adaption of the interaction formula for combined normal and flexural forces
 Maximal moments are taken

25. Interaction formula EC-EN

26. Additional steel data Member buckling data
Lateral Torsional Buckling restraints

27. Additional steel data
Diaphragms
Stiffeners

28. Built-up welded sections
With the rising price of steel, built-up sections become more & more interesting with the gain of steel weight that they allow
Scia Engineer supports all possible built-up section, tapered or not, including slender webs (class 4) with the calculation of effective section properties
The optimisation (AutoDesign) is carried out with user-controlled parameters and methods

29. Fire resistance
Fire resistance is always a tricky point for steel structures
It is supported in Scia Engineer according to the methods in the Eurocode 3
All the checks are done, under the various possible temperature curves (ISO, petrol fire, natural fire, etc.) and protection types (none, paintings, gypsum) and allow to guarantee the desired fire resistance at 30, 60 mins etc
Possibility to input a self defined Time/Temperature curve

30. Fire resistance

31. 2nd order lateral torsional buckling
2nd Order Analysis
Applications:
Calculation of Mcr for non standard sections
2nd Order analysis including warping effects
Diaphragms are calculated on compression and tension flange
LTB restraints on compression an tension flange
Exact LTB-analysis for profiles subjected to torsion (e.g.: channel –sections)

32. 2nd order lateral torsional buckling
For complex cases (tension flanges restrained by the roof, special support conditions, non-symetrical sections), the formulas given in the codes are not applicable
Scia Engineer has a specific calculation module for the critical LTB moment Mcr using 7 DOF beam elements for Euler stability or 2nd order calculation

33. 2nd order lateral torsional buckling
Mcr calculation in 2nd Order including warping effects:
LTB does not need to be checked anymore

34. AutoDesign – Optimisation
Global optimisation or by beam families (profiles)
The optimum sections is proposed after a code check (stresses, buckling, LTB, etc)
Either in a full catalogue or a reduced list
As well the rolled profiles as the built-up sections or any user-defined section can be optimised using simple or advanced criterias

35. Global Autodesign

36. Global Autodesign

37. ArcelorMittal Cellular Beams (ACB)
Triple advantadge of aesthetics, holes for technical pipes and large spans
Cellular beams are more & more used in industrial buildings, parkings, etc
Scia Engineer incorporates the design of these beams according the the Eurocode provisions
The deformation is calculated taking into account the
reduced properties near the openings.

38. Steel connections

39. Steel connections
Steel connections: bolted, welded, beam-column, splice, column footing, floor connection, etc
Fixed, pinned and semi-rigid connections
Takes into account the real stiffness of the joint when re-analyzing the structure
Expert system for the search of an optimum connection in the library
Detailed drawing
100% integrated to the analysis & structural model

40. Steel connections CONTENTS: Connection types
Analysis types and Geometric types
Supported cross-sections
Column-beam joints
Moment-Rotation characteristic
Resistance properties
Stiffness properties
Ductility classes
Special features

41. Steel connections CONNECTION TYPES: Rigid connections:
Transfer of bending moment
Not always completely rigid
Stiffness is calculated by Scia Engineer
Low stiffnesses have to be taken into account
Pinned connections:
No transfer of bending moment

42. Steel connections: SUPPORTED TYPES OF CONNECTIONS
Analysis types
Beam-to-column connections :
Bolted endplate + welded connections
(knee, T, cross - with continuous beam
or continuous column)
Beam-to-beam connections :
Endplate type beam splice
(plate-to-plate connection).
Column bases :
Bolted base plate connection
shear iron, frange wideners

43. Steel connections: SUPPORTED TYPES OF CONNECTIONS

44. Steel connections: SUPPORTED CROSS-SECTIONS

45. Frame connect: Column-beam joints
Moment-rotation characteristic
General procedure:
Component method to determine stiffness and resistance
Identification of the active components
Evaluation of S and fi for each component
Assembly of all the components

46. Frame connect: Column-beam joints

47. Frame connect: Column-beam joints
Resistance properties
Equivalent T-stub:
analysis of the endplate bending and
the column flange bending or bolt yielding
 3 possible failure modes (picture)
Use of national code:
DIN, ENV, EN1993 and BS: used for the capacities of the
Underlying steel parts
Other codes: EC3

48. Frame connect: Column-beam joints
Stiffness properties
The component stiffness
For a column base:
The stiffness assembly
- Sj,ini is derived from elastic stiffness of the components
- Represented by a spring
- Spring components are combined in a spring model

49. Frame connect: Column-beam joints

50. Frame connect: Column-beam joints
Classification on stiffness
The required stiffness:
Sj,app = fi y * n
 Sj,low <= Sj,ini <=Sj,upper  Sj,ini is conform with the applied stiffness in the analysis model

51. Frame connect: Column-beam joints
Examples:
Bolted connection
Welded connection

52. Frame connect: Pinned joints
The following types are supported:
Examples:
Welded fin plate connection

53. Frame connect: Pinned joints
Bolted fin plate connection
Bolted cleat connection

54. Frame connect: Pinned joints
Flexible end plate connection