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Design of Structural Steel Joints

Design of Structural Steel Joints. Dr. Klaus Weynand Feldmann + Weynand GmbH, Aachen, Germany Prof. Jean-Pierre Jaspart University of Liège, Belgium. Design of Structural Steel Joints. Introduction Integration of joints into structural design process

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Design of Structural Steel Joints

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  1. Design ofStructural SteelJoints Dr. KlausWeynand Feldmann + Weynand GmbH, Aachen,Germany Prof. Jean-Pierre Jaspart University of Liège,Belgium

  2. Design ofStructural SteelJoints • Introduction • Integration of jointsinto • structural designprocess • Moment resistantjoints • Simplejoints • Design tools

  3. Design ofStructural SteelJoints • Introduction • Integration of jointsinto • structural designprocess • Moment resistantjoints • Simplejoints • Design tools

  4. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 EN 1993 Part1.8 Chapter 1 –Introduction Chapter 2 – Basis ofdesign Chapter 3 – Connections made with bolts, rivets or pins Chapter 4 – Weldedconnections Chapter 5 – Analysis, classification and modelling Chapter 6 – Structural joints connecting H or I sections Chapter 7 – Hollow sectionjoints

  5. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Design of simplejoints • ECCS Publication No 126(EN) • Backgroundinformation • Designguidelines

  6. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 2 – Basis of design Partial safetycoefficients

  7. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 3 – Connections made mechanicalfasteners

  8. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 4 – Weldedconnections

  9. Design ofStructural SteelJoints • Introduction • Integration of joints into structural designprocess • Moment resistantjoints • Simplejoints • Design tools

  10. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Actual jointresponse

  11. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Actual joint response M MRd Sj,ini  cd

  12. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Influence on the structuralresponse • Displacements • Internalforces • Failure mode and failureload

  13. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Four successive steps for structuralintegration ? M M ? ? Characterization   Classification M  Modelling Idealization

  14. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Characterization Search for a unified approach whatever thematerial ? M ? ? 

  15. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Various configurations(1) Continuity Beam-to-beam Columnbases

  16. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Various configurations(2) Joints in portalframes

  17. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Various configurations(3) Connections and jointsin compositeconstruction

  18. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Various cross-section shapes(1) Hot-rolledand cold-formed

  19. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Various cross-section shapes(2) Built-upprofiles

  20. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Various connectionelements Splices Endplates Cleats

  21. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Economy Reduced fabrication, transportation and erectioncosts  

  22. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Specific designcriteria Robustness Joints as keyelements

  23. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Characterization(1) Search for a unifiedapproach ? M ? ? 

  24. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Characterization(2) • Eurocode 3 – Part1-8 • Beam-to-beam joints, splices, beam-to-column joints andcolumn • bases: • weldedconnections • bolted connections (anchors for columnbases) • Background: COMPONENT METHOD

  25. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Characterization (3) - componentmethod Threesteps columnweb inshear columnweb incompression columnweb intension Firststep Identification ofthe activecomponents F F3,Rd F F Secondstep: Response ofthe components F 2,Rd F1,Rd Ek3 Ek1 Ek2   Mj,RdminFi,Rdz  M Third step: “Assembly” of the components E z2 Mj,Rd S j ,ini 1  Sj,ini k i cd

  26. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Characterization (4) - componentmethod • EC3 Part 1-8 providestherefore: • a library ofcomponents • rules for the evaluation of the properties of the components (stiffness, resistance, deformationcapacity) • rules for the evaluation of the possible componentinteractions • « assembly » rules for components • Applicable for simple joint and moment resistantjoint

  27. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 • Characterization (4) – Hollow sectionjoints • Different approach for lattice girderjoints • For many types of jointconfigurations: • Joints considered as a whole • Check of relevant failuremodes • Scope of application to bechecked

  28. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Four successive steps for structuralintegration ? M  Classification M ? ? Characterization  M  Modelling Idealization

  29. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Classification(1) Mj Rigid Rigid Stiffness Semi-rigid Semi-rigid Sj,ini Pinned  Classificationboundaries Initial jointstiffness Pinned Boundaries forstiffness Joint initial stiffness

  30. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Classification(2) Mj Fullresistance Full-strength Resistance Mj,Rd Partialresistance Partial-strength Pinned Pinned  Classificationboundaries Joint resistance Boundaries forstrength Jointstrength

  31. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Classification(3) • Ductility • Brittle • “Semi-ductile” • Ductile Mj 

  32. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Four successive steps for structuralintegration ? M M ? ? Characterization   Classification M  Modelling Idealization

  33. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Modelling

  34. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Four successive steps for structuralintegration ? M M ? ? Characterization   Classification M  Idealization Modelling

  35. Design ofStructural SteelJoints • Introduction • Integration of joints into • structural designprocess • Moment resistant joints • Simplejoints • Design tools

  36. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Example Single sided beam-to-column joint configuration, bolted end-plateconnection 4 M168.8 w= 3080 15 30 V p=60 u=10 1,0 1,0 ++ M0 3 M1 M 240 120 IPE220 ++ 10 60 HEB140 5 140 Material: S235 To beevaluated: Design moment resistance , initialstiffness

  37. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Generaldata Equivalent T-stub intension Ft Column hwchc2tfc2rc14021221292mm m e Ac2bctfctwc2rc 4295,62140127212121307,6mm2 Avc l eff mwtfc 0,8r8070,81226,9mm c 22 ebcw1408030mm 2 2 t 2f 122235 fc m 0,25 yc 0,25 8460Nmm /mm pl,fc  1,0 M0

  38. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Generaldata Beam 4 M168.8 w= 3080 15 30 p=60 u=10 ++ 3 240 z 120 IPE220 ++ 10 60 5 Leverarm 140 z hu t fb p220109,260165,4mm b 2 2 285.406235106 Wpl,ybfyb (classe 1 section)  67,07kNm Mc,Rd  1,0 M0

  39. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Generaldata Endplate mp mp2 wt 805,9 mpwb 0,8 2aw 0,8 2333,66mm 22 mp2putfb0,82af60109,20,82535,14mm e bp w 1408030mm p 22 t2 f 152235 p m 0,25 yp 0,25 13.218Nmm /mm pl,p  1,0 M0

  40. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Generaldata Endplate Alpha factor for effectivelengths mp 33,66   0,53 1 m e 33,6630 pp 35,14 mp2   0,55 2 m e 33,6630 pp 5,5

  41. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Generaldata Bolts 0,9f A 0,9800157103 Ft,Rd ub s 90,43kN 1,25 Mb 0,6f A 0,6800157103 (shear plane inthread) ub s 60,3kN Fv,Rd 1.25 Mb L t t 0,5h h 121511014,82447,4mm bfcpboltnut 2

  42. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Component No 1 – Column web inshear Resistance 0,91307,6235103 0,9Avcfy,cw  159,7kN Vwc,Rd 3M0 31,0 F Transformationparameter Assumption: 1 Vwp  M z F Vwc,Rd 159,7159,7kN Rd,1  1 V wp F Stiffnesscoefficient k0,38Avc0,381307,63,004mm 1 h 1165,4

  43. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Component No 2 – Column web incompression Resistance 22tp5tfcs;tfbaf 2tp u5tfcs beff ,c,wc min t fb 2af min9,225221551212;9,252151051212161,27mm Reduction factors to account for compression stresses andinstability Assumption: kwc min 1,0; 1,7 com,Ed / f y ,wc 1,0 0,932 beff ,c,wcdc f y ,wc0,932 161,27922350,5430,673 1,0 p Et2 21000077 wc 1 1 11,3161,2771307,62   0,713 11,3b t /A  1 2 eff,c,wcwcvc F k b t f /10,7131161,2772351031,0189,1kN Rd,2wc eff,c,wc wc y,wc M1

  44. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Component No 2 – Column web incompression Stiffnesscoefficient F k0,7beff,c,wctwc0,7161,2778,589mm 2 hwc92  Fi ki E i

  45. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Component No 3 – Column web intension Resistance beff,t,wcmin2m;4m1,25emin226,9;426,91,2530145,10mm 1 1 11,3145,171307,62   0,749 11,3b t /A  1 2 eff,t,wcwcvc F b t f /0,749145,172351031,0178,7kN Rd,3 eff ,t,wc wc y,wc M0 Stiffnesscoefficient k0,7beff,t,wctwc0,7145,177,728mm 3 hwc92

  46. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Component No 4 – Column flange in bending Component No 5 – End plate inbending Equivalent T-stub intension Ft Ft /4 Ft /4 me Ft/4 Ft/4 leff

  47. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 T-stub – Effectivelength Distinction between circular and non-circular yield linepatterns Circularpatterns Non-circularpatterns

  48. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 T-stub – Effectivelength Groups effects to consider in addition to the individual response of eachbolt-row Row1 Row2 Row3 Group2+3 Group1+2+3 Group1+2

  49. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 T-stub – Effectivelength Groups effects to consider in addition to the individual response of eachbolt-row Row3 FRd,3 min (FRd ,3,indiv ;FRd ,3,group )

  50. Eurocodes - Design of steel buildings with workedexamples Brussels, 16 - 17 October2014 Bolt rowsconsidered In this example: only bolt row 1 is considered for tensionforces 4 M168.8 w= 3080 15 30 V p=60 u=10 ++ 3 M 240 120 IPE220 ++ 10 60 H 5 140

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