BE SAFE, SAVE TIME, OPTIMIZE IDEA StatiCa is software for steel connection design for all types of welded and bolted structural steel connections and base plates. It fastens your connection design process by: The intuitive design of simple, moderate, and complex steel connections Pass/fail results for 2D/3D, CHS/HSS steel connection as per AISC, EN etc. 250 ready-made templates, 10,000+ connection configurations Ability to apply any loading for axial, shear and moment connections The complete report including stiffness, seismicity, and buckling

1. IDEA StatiCa for Steel
Belgium Road Show

2. 2
AGENDA for STEEL
First block (90 min)
1) Introduction (15 min)
2) Connection app (40 min)
3) Member app (35 min)
COFFEE BREAK (30 min)
Second Block (60 min)
4) BIM-links (45 min)
5) News in 21 and 22 (15 min)

3. 3
1)
INTRODUCTION
3

4. Product Engineer
4
Jan Kubicek
Ján Kubíček
Structural Engineering in Brno
Several Engineering offices
Various project types
• Residential buildings
• Steel halls
• Industrial structures
• Bridges
• Nuclear plant
With IDEA StatiCa from 2018 / 2020

5. IDEA StatiCa Offices
5

6. What IDEA StatiCa does?
6

7. 7
Not INSTEAD OF, but WITH…
Code-checks
Connections,
details,
complex
members
Specialized
tasks
Geotechnical
etc.
CAD/BIM
Drawings,
collaboration
FEA
Global model,
overall analysis,
member checks
Small tools,
Spreadsheets
SCIA Engineer, RFEM,
SAP2000, ETABS,
STAAD.Pro, Robot
Struct.analysis…
Tekla structures,
Advance steel,
Revit…

8. 8

9. 9 9
COEXISTENCES
CONNECTION MEMBER
CHECKBOT
BIM links
IOM = API
CONNECTION LITE
CLOUD VIEWER
Connection
Checkbot
Member
Conn.
Lite
Viewer

10. 1010
Cloud viewer https://viewer.ideastatica.com/

11. 1111
Connection Lite https://connection.ideastatica.com

12. 12
AGENDA for STEEL
First block (90 min)
1) Introduction (15 min)
2) Connection app (40 min)
3) Member app (35 min)
COFFEE BREAK (30 min)
Second Block (60 min)
4) BIM-links (45 min)
5) News in 21 and 22 (15 min)

13. 13
2)
CONNECTION
13

14. 14
POLL
Have you ever used
IDEA Statica Connection app?
14

15. 15
30 %
Complex
connections
70 %
Standard
connections
30 %
Standard
connections
70 %
Complex
connections
NUMBER OF CONNECTIONS TIME SPENT
15

16. 16
Design books Advanced scientific model
Excel spreadsheet
Estimation (simplification)
Avoid using the joint
16
STANDARD
connections
COMPLEX
connections

17. 1717
How it works:
• Members + components
• Shell model with NL springs
• Welds + bolts (restraints)
• Nodal loads - extrapolation
• Freedom of topology
• The speed of calculation

18. 1818
HAND CALCULATION REAL BEHAVIOUR

19. 19
Stress/strain analysis
What you can and should ASSESS?
Buckling analysis Stiffness analysis
Capacity design Design joint resistance
Overall check
19

20. CONNECTION STIFFNESS

21. 21
POLL
How would you evaluated the
connection rotational stiffness of
these following examples?
21
• Pinned
• Rigid
• Semi-rigid

22. CONNECTION STIFFNESS
A B C

23. A B C
SEMI-RIGID PINNED SEMI-RIGID
CONNECTION STIFFNESS

24. CONNECTION STIFFNESS

25. CONNECTION STIFFNESS

26. CONNECTION STIFFNESS

27. CONNECTION STIFFNESS

28. BUCKLING ANALYSIS

29. THEORY
BUCKLING ANALYSIS
• IDEA StatiCa Connection is able to perform linear buckling analysis and provide the user
with the factor of the critical load and buckling shapes.
• Buckling analysis = geometrically linear analysis
It doesn´t take into account nonlinear analysis with imperfections
Important for thin-walled members: geometrically linear analysis is not sufficient

30. THEORY
BUCKLING ANALYSIS
According to EN 1993-1-1:2005 Cl. 5.2.1 the limit value is 15
𝛼CR =
𝐹CR
𝐹𝐸𝐷
≥ 15

31. THEORY
Global buckling
• buckling of whole members
(plate is elongation of member)
• Buckling factor: 𝜶cr ≥ 15
• buckling of individual plates
• Buckling factor: 𝜶cr ≥ 3
• Aplication depends on your
engineering judgement (not in
code)
Local buckling

32. IS THIS RESULT SUFFICIENT OR NOT?

33. PRE-DESIGN Feature

34. PRE-DESIGN Feature
Bolt distances

35. DEMO for PRE-DESIGN
✓ % tension / shear
resistence of
connected plate
✓ reasonable start
of the design according to
the preferences

36. 36
AGENDA for STEEL
First block (90 min)
1) Introduction (15 min)
2) Connection app (40 min)
3) Member app (35 min)
COFFEE BREAK (30 min)
Second Block (60 min)
4) BIM-links (45 min)
5) News in 21 and 22 (15 min)

37. 37
3)
MEMBER
37

38. INTRO
GLOBAL ANALYSIS (EN 1993-1-1, 5.2)
Deisgn and code-check of the structure (ULS, SLS,…)
First order analysis with the initial geometry
of the structure (standard constructions)
Second order analysis considering the
deformed geometry of the structure
(standard constructions)
𝛼𝑐𝑟 =
𝐹𝑐𝑟
𝐹𝐸𝑑
> 10

39. SECOND ORDER ANALYSIS
Verification of stability by introducing imperfections
and second-order effects
3 options:
1) Geometrically nonlinear solution of completely
imperfect construction (GNIA)
2) Horizontal forces multiplied by a factor
3) Using buckling lengths
INTRO

40. IMPERFECTIONS
Residual stresses and geometrical deviations from verticality, straightness, flatness, misalignment,
and various small eccentricities in joints
Global structure imperfections
• initial deformation / tilt
• application of tilt ∅ to the model of the whole constr.
Local imperfections of bars
• production deviations
• bending application e0 for a specific member / frame
INTRO

41. SECOND ORDER ANALYSIS
Analytical solution (option 3 – buckling
lenghts)
EN 1993-1-1
qb,Rd
Numerical solution (option 1 – GNIA)
IDEA StatiCa Member
qb,Rd,MemberFEM
VARIANT 1 – SIMPLE EXAMPLE

42. • Beam with pinned supports
• Cross section IPE 180
• S235 steel
• Line load 20 kN / m
• Span between supports 3.5m
VARIANT 1 – SIMPLE EXAMPLE
ANALYTICAL SOLUTION
SECOND ORDER ANALYSIS

43. 43
Determine Mb,Rd – design buckling resistance moment
Analytical solution

44. 44
Analytical solution
Determine Mcr - elastic critical moment

45. 45
Steel beam
• IPE 180
• S 235
• Pinned supports
Analytical solution

46. 46
Steel beam
• IPE 180
• S 235
• Pinned supports
Iy = 1,32.107 mm4
Wpl,y = 1,66.105 mm3
Iz = 1,01.106 mm4
Iw = 7,43.109 mm6
It = 4,78.104 mm4
Analytical solution

47. 47
Steel beam
• IPE 180
• S 235
• Pinned supports
Iy = 1,32.107 mm4
Iz = 1,01.106 mm4
Iw = 7,43.109 mm6
It = 4,78.104 mm4
E = 210 GPa
G = 81 GPa
Analytical solution

48. 48
Steel beam
• IPE 180
• S 235
• Pinned supports
Analytical solution

49. 49
Steel beam
• IPE 180
• S 235
• Pinned supports
ky = 1
kz = 1
kw = 1
Analytical solution

50. 50
Steel beam
• IPE 180
• S 235
• Pinned supports
Analytical solution

51. 51
Steel beam
• IPE 180
• S 235
• Pinned supports
ky = 1
kz = 1
kw = 1
C1 = 1,13
Analytical solution

52. 52
Steel beam
• IPE 180
• S 235
• Pinned supports
Analytical solution

53. 53
Steel beam
• IPE 180
• S 235
• Pinned supports
ky = 1
kz = 1
kw = 1
C1 = 1,13
C2 = 0,459
C3 = 0,525
Analytical solution

54. 54
Analytical solution
Steel beam
• IPE 180
za = 180/2 = 90 mm
zg = 0
zs = 0
zj = 0

55. 55
Analytical solution
Determining factors – dimensionless parameter
kroucení
= 0,57

56. 56
Analytical solution
Determining factors – dimensionless parameter
= 0,57
= 0,597

57. 57
Analytical solution
Determining factors – dimensionless parameter
= 0,57
= 0,597
= 0

58. 58
Analytical solution
Determining factors – dimensionless crictical factor μcr
= 1,027

59. 59
Analytical solution
Determining factors – elastic critical moment Mcr
= 1,027
= 26,42 kNm

60. 60
Analytical solution
Determining factors – slenderness parameter for lateral torsional buckling
= 1,027
= 26,42 kNm
= 1,215
where Wy = Wpl,y for given class 1

61. 61
Analytical solution
Determining factors – imperfection factor for lateral torsional buckling curves
αLT = 0,21

62. 62
Analytical solution
Determining factors – calculation parameter
αLT = 0,21
= 1,34

63. 63
Analytical solution
Determining factors – reduction factor for lateral-torsional buckling
αLT = 0,21
= 1,41
= 0,52
but

64. 64
Analytical solution
Design buckling resistance moment Mb,Rd
= 20,29 kNm

65. Design buckling resistence qb,Rd
Mb,Rd = 20,29 kNm
qb,Rd = 13,25 kN/m < q = 20 kN/m
1/8 ql2
The beam will fail due to buckling.
VARIANT 1 – SIMPLE EXAMPLE
ANALYTICAL SOLUTION
SECOND ORDER ANALYSIS

66. • Beam with pinned supports
• Cross section IPE 180
• S235 steel
• Line load 20 kN / m
• Span between supports 3.5m
• Columns HEA 400
• Length of the Member 3.89 m
VARIANT 1 – SIMPLE EXAMPLE
IDEA STATICA MEMBER
l = 3890 mm
IPE 180
HEA 400 HEA 400
SECOND ORDER ANALYSIS

67. VARIANT 1 – SIMPLE EXAMPLE
IDEA STATICA MEMBER
SECOND ORDER ANALYSIS

68. DEMO 1
VARIANT 1 – SIMPLE EXAMPLE
IDEA STATICA MEMBER
SECOND ORDER ANALYSIS

69. e0/L = 1/250
e0 = L/250
e0 = 3500/250
e0 = 14 mm
VARIANT 1 – SIMPLE EXAMPLE
IDEA STATICA MEMBER
SECOND ORDER ANALYSIS

70. Design buckling resistence qb,Rd,MemberFEM
q = 20 kN/m
qb,Rd,MemberFEM = 13,28 kN/m < q = 20 kN/m
The beam will fail due to buckling.
qb,Rd,MemberFEM = 20 . 0,664 = 13,28 kN/m
VARIANT 1 – SIMPLE EXAMPLE
IDEA STATICA MEMBER
SECOND ORDER ANALYSIS

71. Analytical solution (option 3 – buckling
lenghts)
EN 1993-1-1
qb,Rd = 13,25 kN/m
Numerical solution (option 1 – GNIA)
IDEA StatiCa Member
qb,Rd,MemberFEM = 13,28 kN/m
VARIANT 1 – SIMPLE EXAMPLE
COMPARISON
SECOND ORDER ANALYSIS

72. VARIANT 2 – COMPLEX EXAMPLE
Analytical solution (option 3 – buckling lenghts)
EN 1993-1-1
Numerical solution (option 1 – GNIA)
IDEA StatiCa Member
SECOND ORDER ANALYSIS

73. • Cross section IPE 180
• S235 steel
• Line load 20 kN/m
• Span between supports 3.5m
• Semi-rigid supports
• Haunch 200/600 mm
• 2 openings diameter 120 mm
• Local load 500 kN/m
VARIANT 2 – COMPLEX EXAMPLE
ANALYTICAL SOLUTION
SECOND ORDER ANALYSIS

74. VARIANT 2 – COMPLEX EXAMPLE
ANALYTICAL SOLUTION
EN 1993-1-1
• cl. 5.2.2 - 1 pages
• cl. 5.3 - 7 pages
• cl. 6.3 - 12 pages
• cl. 6.4 - 7 pages
• NB.3 - 4 pages
(EN 1999-1-1+A1) - 15 pages
EN 1993-1-5- 56 pages
87 pages
SECOND ORDER ANALYSIS

75. Stronger axis
ky
Weaker axis
kz
Warping
kw
Load resistance
qb,Rd [kN/m]
1 1 1 13.6
1 1 0.5 16.5
1 0.5 1 19.6
1 0.5 0.5 21.8
0.5 1 1 24.1
0.5 0.5 1 25.9
0.5 0.5 0.5 32.7
VARIANT 2 – COMPLEX EXAMPLE
ANALYTICAL SOLUTION
SECOND ORDER ANALYSIS

76. • Cross section IPE 180
• S235 steel
• Line load 20 kN / m
• Span between supports 3.5m
• Semi-rigid supports
• Haunch 200/600 mm
• 2 openings diameter 120 mm
• Local load 500 kN/m
VARIANT 2 – COMPLEX EXAMPLE
IDEA STATICA MEMBER
l = 3890 mm
IPE 180
HEA 400 HEA 400
SECOND ORDER ANALYSIS

77. DEMO 2
VARIANT 2 – COMPLEX EXAMPLE
IDEA STATICA MEMBER
SECOND ORDER ANALYSIS

78. VARIANT 2 – COMPLEX EXAMPLE
COMPARISON
Analytical solution (option 3 – buckling lenghts)
EN 1993-1-1
Extremely difficult to solve, risk of error
Numerical solution (option 1 – GNIA)
IDEA StatiCa Member
Analysis and code-check OK
SECOND ORDER ANALYSIS

79. CONCLUSION
ANALYTICAL SOLUTION
• Effective for simple cases
• For complex cases it is necessary to
estimate (stiffness of bearings, rises, holes,
loads, course of torque)
• Determine just the local imperfection
e0 from 1 table
• Complete assessment of the beam with
imperfections and the influence of
buckling
• Visual check!
IDEA STATICA MEMBER

80. IDEA STATICA MEMBER
1) Stand alone solution - model a selected member / frame, without the influence of global
imperfections, apply local imperfections
2) Via BIM link (SAP2000, Robot, RFEM,…) - import selected member / frame, import geometry
and loads including the influence of global imperfections, apply local imperfection
HOW TO USE IT?

81. IDEA STATICA MEMBER

82. 82
AGENDA for STEEL
First block (90 min)
1) Introduction (15 min)
2) Connection app (40 min)
3) Member app (35 min)
COFFEE BREAK (30 min)
Second Block (60 min)
4) BIM-links (45 min)
5) News in 21 and 22 (15 min)