1st block_BIM+NEWS in IDEA StatiCa Steel v22.0
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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
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1st block_BIM+NEWS in IDEA StatiCa Steel v22.0
- 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)
- 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
- 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
- 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)
- 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
- 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
- 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?
- 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?
- 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)