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Self-Centering Steel Frame Systems

Self-Centering Steel Frame Systems. NEESR-SG: Self-Centering Damage-Free Seismic-Resistant Steel Frame Systems Project Team Richard Sause, James Ricles, David Roke, Choung-Yeol Seo, Michael Wolski, Geoff Madrazo ATLSS Center, Lehigh University Maria Garlock, Erik VanMarcke, Li-Shiuan Peh

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Self-Centering Steel Frame Systems

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  1. Self-Centering Steel Frame Systems NEESR-SG: Self-Centering Damage-Free Seismic-Resistant Steel Frame Systems Project Team Richard Sause, James Ricles, David Roke, Choung-Yeol Seo, Michael Wolski, Geoff Madrazo ATLSS Center, Lehigh University Maria Garlock, Erik VanMarcke, Li-Shiuan Peh Princeton University Judy Liu Purdue University Keh-Chyuan Tsai NCREE, National Taiwan University

  2. Current NEESR ProjectNEESR-SG: Self-Centering Damage-Free Seismic-Resistant Steel Frame Systems This material is based on work supported by the National Science Foundation, Award No. CMS-0420974, in the George E. Brown, Jr. Network for Earthquake Engineering Simulation Research (NEESR) program, and Award No. CMS-0402490 NEES Consortium Operation.

  3. Motivation: Expected Damage for Conventional Steel Frames Conventional Moment Resisting Frame System Reduced beam section (RBS) beam-column test specimen with slab: (a) at 3% drift, (b) at 4% drift.

  4. M Self Centering (SC) Seismic-Resistant System Concepts • Discrete structural members are post-tensioned to pre-compress joints. • Gap opening at joints at selected earthquake load levels provides softening of lateral force-drift behavior without damage to members. • PT forces close joints and permanent lateral drift is avoided.

  5. Previous Work on SC Steel Moment Resisting (MRF) Connections W24x62 (Fy 248 MPa), or W36x150 (Fy 350 MPa) W14x311, W14x398(Fy 350 MPa) or CFT406x406x13 (Fy 345 MPa) PT Strands 3660to 4120mm MRF Subassembly with PT Connections 6100to8540mm

  6. PT Steel MRF D H Initial Stiffness Is Similar to Stiffness of Conventional Systems Stiffness with welded connection MRF subassembly with post-tensioned connections

  7. Lateral Force-Drift Behavior Softens Due to Gap Opening Steel MRF subassembly with post-tensioned connections and angles at 3% drift

  8. Conventional steel MRFs soften by inelastic deformation, which damages main structural members and results in residual drift SC steel MRF softens by gap opening and reduced contact area at joints Welded Connection D H Post-Tensioned Connection Lateral Force-Drift Behavior Softens Without Significant Damage

  9. Steel MRF D H Specimen PC2 L6x6x5/16, g/t = 4 Specimen PC4 L8x8x5/8, g/t = 4 Energy Dissipation from Energy Dissipation (ED) Elements Steel MRF subassemblies with post-tensioned connections withdifferent size ED elements.

  10. Angle fracture Limited, Repairable Damage Before testing @ 4% Drift After testing

  11. Summary of SC Seismic-Resistant Structural System Behavior • Initial lateral stiffness is similar to that of conventional seismic-resistant systems. • Lateral force-drift behavior softens due to gap opening at selected joints and without significant damage to main structural members. • Lateral force-drift behavior softening due to gap opening controls force demands. • Energy dissipation provided by energy dissipation (ED) elements, not from damage to main structural members.

  12. NEESR-SG: Self-Centering Damage-Free Seismic-Resistant Steel Frame Systems • Project Scope. • Project Goals. • Status of Selected Research Tasks. • Summary.

  13. NEESR-SG: SC Steel Frame Systems Project Scope • Develop two SC steel frame systems: • Moment-resisting frames (SC-MRFs). • Concentrically-braced frames (SC-CBFs). • Conduct large-scale experiments utilizing: • NEES ES (RTMD facility) at Lehigh. • non-NEES laboratory (Purdue). • international collaborating laboratory (NCREE) • Conduct analytical and design studies of prototype buildings. • Develop design criteria and design procedures.

  14. NEESR-SG: SC Steel Frame Systems Project Goals • Overall: self-centering steel systems that are constructible, economical, and structurally damage-free under design earthquake. • Specific: • Fundamental knowledge of seismic behavior of SC-MRF systems and SC-CBF systems. • Integrated design, analysis, and experimental research using NEES facilities. • Performance-based, reliability-based seismic design procedures.

  15. NEESR-SG: Self-Centering Damage-Free Seismic-Resistant Steel Frame Systems • Project Scope. • Project Goals. • Status of Selected Research Tasks. • Summary.

  16. NEESR-SG: SC Steel Frame Systems Project Research Tasks • Develop reliability-based seismic design and assessment procedures. • Develop SC-CBF systems. • Further develop SC-MRF systems. • Develop energy dissipation elements for SC-MRFs and SC-CBFs. • Develop sensor networks for damage monitoring and integrity assessment. • Design prototype buildings. • Perform nonlinear analyses of prototype buildings. • Conduct large-scale laboratory tests of SC-MRFs and SC-CBFs. • Collaborate on 3-D large-scale laboratory tests on SC-MRF and SC-CBF systems.

  17. Task 2. Develop SC-CBF Systems: SC-CBF System Concept Rocking behavior of simple SC-CBF system.

  18. P01+P P02+P roof P02 P01 g g g g V g g g g g g g g base base col V More Complex SC-CBF Configurations Being Considered

  19. Lateral Force MCE DBE Failure of Frame Members PT Yielding Significant Yielding of Frame Members Δgap IO LS CP Column Decompression PT steel yields Member yields Roof Drift SC-CBF Design Criteria

  20. Current Work on SC-CBF Systems • Evaluate frame configurations. • Evaluate effect of energy dissipation (ED) elements. • Develop and evaluate performance-based design approach.

  21. SC-CBF Configurations Studied PT PT PT ED ED Frame A Frame B12 Frame B12ED

  22. 2.7% 1.4% 2.7% 2.4% Dynamic Analysis Results (DBE) • Roof drift: • Effect of frame configuration. • Effect of ED elements.

  23. PT Yield Base Shear (V/Vdes) Decompression Roof Drift (%) Pushover Analysis Results

  24. Preliminary Results for SC-CBF • Dynamic analysis results indicate self-centering behavior is achieved under DBE. • Frame A has lower drift capacity before PT yielding than Frame B: • PT steel is at column lines rather than mid-bay. • Frame A also has lower drift demand. • Energy dissipation helps to reduce drift demand and improve response.

  25. Task 3. Further Develop SC-MRF Systems: Current Work • Study of interaction between SC-MRFs and floor diaphragms by Princeton and Purdue. • SC column base connections for SC-MRFs being studied by Purdue.

  26. 2Dgap Dgap Dgap 2Dgap qr Collector Beams Interaction of SC-MRFs and Floor Diaphragms (Princeton) Approach 1. Transmit inertial forces from floor diaphragm without excessive restraint of connection regions using flexible collectors.

  27. Interaction of SC-MRFs and Floor Diaphragms (Purdue) Approach 2. Transmit inertial forces from floor diaphragm within one (composite) bay for each frame.

  28. SC Column Base Connectionsfor SC-MRFs (Purdue) Post-Tensioned Bars Reinforcing Plate Energy Dissipation Plate Slotted Keeper Angle Beam at Grade

  29. Moment-Rotation Response at Column Base Identifying appropriate level of column base moment capacity and connection details, leading to laboratory experiments.

  30. Task 4. Develop Energy Dissipation Elements for SC-MRFs • SC systems have no significant energy dissipation from main structural elements: • Behavior of energy dissipation elements determined SC system energy dissipation. • Energy dissipation elements may be damaged during earthquake and replaced. • For SC-MRFs, energy dissipation elements are located at beam-column connections.

  31. Area of yellow bE = x 100(%) Area of blue Quantifying Energy Dissipation • Define relative hysteretic ED ratio bE bE: Relative ED capacity For SC systems: 0 ≤ bE ≤ 50% Target value: bE = 25% Hysteresis Loop

  32. ED Element Assessment • Consider several ED elements: • Metallic yielding, friction, viscoelastic, elastomeric, and viscous fluid. • Evaluation criteria: • Behavior, force capacity versus size, constructability, and life-cycle maintenance. • Friction ED elements selected for further study.

  33. Slotted plate Friction bolts Friction PL Col. angle bolts Column angle Bottom Flange Friction Device W36x300

  34. COR+ COR- BFFD Moment Contribution • BFFD contribution to connection moment capacity MFf+ = Ff ∙r+ MFf- = Ff ∙r - MFf = Ff∙r |MFf+ | > |MFf- |

  35. Test Setup W21x111 Beam Bracing Bracing PT Strands Column 3/5 Scale BFFD Test setup elevation Test setup

  36. Test Matrix CS: Cyclic Symmetric EQ: Chi-Chi MCE Level Earthquake Response

  37. Test 2: Design Friction Force Beginning of Test 2 qr = +0.03 rads qr = -0.03 rads

  38. 1.0 + - q M + q - r M r p,n 0.5 imminent gap opening stiffness reduction theoretical decompression 0.0 Normalized Moment, M/M stiffness theoretical decompression reduction -0.5 imminent gap opening -1.0 -0.04 -0.03 -0.02 -0.01 0.00 0.01 0.02 0.03 0.04 q Rotation, (rads) r Test 2: Response

  39. Axial stiffness of PT strands & beam 1 2M+Ff Md + M+Ff 2M-Ff Md + M-Ff Test 2: Comparison with Simplified Model

  40. Results for ED Elements for SC-MRFs • Friction ED element: • Reliable with repeatable and predictable behavior. • Large force capacity in modest size. • BFFD: • Provides needed energy dissipation for SC-MRF connections. • When anticipated connection rotation demand is exceeded, friction bolts can be designed to fail in shear without damage to other components.

  41. Task 8. Conduct Large-Scale Laboratory Tests • Two specimens, one SC-MRF and one SC-CBF, tested at Lehigh NEES ES (RTMD facility). • 2/3-scale 4 story frame. • Utilize hybrid test method (pseudo dynamic with analytical and laboratory substructures). • Utilize real-time hybrid test method, if energy dissipation elements are rate-sensitive.

  42. 9. Collaborate on 3-D Large-Scale Laboratory Tests • Large-scale 3-D SC steel frame system tests at NCREE in Taiwan under direction of Dr. K.C. Tsai. • Interaction of SC frame systems with floor diaphragms and gravity frames will be studied. • 3-D tests are part of Taiwan program on SC systems. • Project team is collaborating with Taiwan researchers: • US-Taiwan Workshop on Self-Centering Structural Systems, June 6-7, 2005, at NCREE. • 2nd workshop planned for October 2006 at NCREE.

  43. Summary • Two types of SC steel frame systems are being developed: • Moment-resisting frames (SC-MRFs). • Concentrically-braced frames (SC-CBFs). • Research plan includes 9 major tasks: • Significant work completed on 7 tasks. • Numerous conference publications available from current project. • Large-scale experiments utilizing NEES ES at Lehigh are being conducted. • Ongoing collaboration with NCREE in Taiwan.

  44. Self-Centering Steel Frame Systems Thank you.

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