Principal Investigators: James Wight, Univ. of Michigan Sarah Billington, Univ. of Stanford

1. Innovative Application of Damage Tolerant FRC Material for New Construction and Retrofit of Structures in Regions of High Seismic Risk • Principal Investigators: James Wight, Univ. of Michigan Sarah Billington, Univ. of Stanford Sherif El-Tawil, Univ. of Michigan Gustavo Parra-Montesinos, Univ. of Michigan • Associated Investigators: Antoine Naaman, Univ. of Michigan Tom Finholt, Univ. of Michigan James LaFave, Univ. of Illinois at U-C Sponsored by NSF

2. Components of the Project • Development of a HPFRCC Mix for field applications (Naaman, Parra-Montesinos) • Biaxial Tests of HPFRCC Specimens (El-Tawil, Parra-Montesinos, LaFave) • Testing of Isolated HPFRCC Coupling Beams at UM (Wight, Parra-Montesinos) • Testing of Isolated HPFRCC Infill Panels at UM (Billington, Olsen, Wight)

3. Components of the Project • FE Modeling of HPFRCC Specimens and Refinement of PSD Testing Protocol (El-Tawil, Billington, Olsen) • Testing of Coupled Wall Assemblies at UIUC (Wight, Parra-Montesinos, El-Tawil, LaFave) • Testing of Frames Infilled with HPFRCC Panels at UC-Berkeley (Billington, Olsen, El-Tawil) • EOT Programs at UM and Stanford (All PIs with special project from Finholt)

4. Development of Self-Consolidating High-Performance Fiber Reinforced Concrete • FRC – Fiber Reinforced Concrete • HPFRCC – High Performance Fiber Reinforced Cementitious Composite (exhibits tensile strain hardening) • SCC – Self-Consolidating Concrete (a highly workable concrete that can flow through densely reinforced elements under its own weight to fill voids without segregation or excessive bleeding and without the need for vibration)

5. Material and Mix Proportion Steel Fiber Matrix Coarse Aggregate φ= 0.5mm ; 0.38mm l = 30 mm Aspect ratio = 80 Hooked Fiber Fine Aggregate Cement, Pozzolan (FA) Diameter < 3/8 in Example: proportions by weight of cementVf=1.5%

6. High Strength hooked fiber Vf = 1.5% Flowability Test Results

7. Flowability Test Results >600mm

8. (High Strength hooked fiber Vf = 1.5%) Compression Testing

9. (High Strength hooked fiber Vf = 1.5) Tension Testing

10. Panel Tests of HPFRCC at UIUC Size of specimen: 5.5 in. x 5.5 in. x 1.4 in. Four independent loading actuators In-plane and out-of-plane displacements at the front panel are captured by the Krypton non-contact system whereas out-of-plane displacements at the back are measured by LVDT.

13. 1.5% Spectra Fibers C - C 0.3C - C Uniaxial

15. Isolated HPFRCC Coupling Beam Tests at UM

16. HPFRCC Test Specimen

17. Projected Test Program Details Specimen CB–1 • Precast beam to be embedded 1” into wall with sufficient development of beam reinforcement extended into shear wall boundary region. • Minimal shear keys provided to prevent sliding shear failure at interface • Coupling beam maximum expected moment: 2500 k-in • Max expected shear: • Diagonals expected to carry 25% of shear demand

18. Construction of Composite Beam

19. Cracking Pattern and Failure Mode SP-1 vs. SP-4 at 1.5% Drift SP-1 SP-4

20. Shear Stress vs. Beam Drift Response SP-1 vs. SP-4 SP-1 SP-4

21. Testing of Coupled Shear Walls at MUST-SIM Facility

22. Ductile HPFRCC Infill Panels for Seismic Retrofit for Steel Moment Frames HPFRCC Infill Panels Existing Steel Frame Steel Plate Pretensioned Bolts Bent Steel Plate Nelson Stud in concrete deck Steel Beam

23. Panel Design & Analysis Nonlinear Finite Element Analysis using DIANA Studying variations in panel shape, thickness and reinforcement layout Principle Tensile Strain Contours Hysteretic results used in larger-scale fiber element analyses

24. Infill Panel P Retrofit Goals: • Protect frame from brittle fracture as per FEMA 355D • Limit yielding of frame Connections Panel Design & Analysis Fiber Element Analysis using OpenSees Conducting pushover and time-history analyses to evaluate capacity and demand in frames with various infills and infill arrangements

25. Experiments Single Panel Tests @ U. Michigan Summer ‘06 Double Panel Tests @ U. Michigan Winter ‘07 Pseudo-dynamic Testing of Infilled Frames @ NEES-Berkeley Fall ‘08

26. 2 1 1 Current Progress on Hybrid Simulation Coupled Wall System: • Computational substructure OpenSees Axial loads to be considered because moment capacity of the coupled wall is greatly affected by the axial load v2 v2 u1 u2 Hybrid Simulation: 2 • Experimental substructure Mixed displacement/load control V1 v2 u2 u1

27. EOT Components • Summer appointments in research groups at UM and Stanford (various programs) • Educational outreach to colleges/universities specializing in undergraduate education • Contacts established at Lawrence Tech Univ. (near Detroit) and Calvin College (near Grand Rapids) • Earthquake Engineering component to be added to undergrad strength of materials course or structures course • Pilot program planned at UM in Fall 2006 as part of structural analysis course

28. Thank you

29. Projected Test Program Details

30. Computational substructure • Experimental substructure: Beam element • Computational substructure: Rectangular element Experimental substructure u2 Computational substructure u1 Experimental substructure Numerical Simulation of Hybrid Testing (displacement control) • A two-story building with linear behavior • 1940 El Centro earthquake record (PGA=0.348g) Matlab Environment: M2=22.19 (kN sec2/m) M1=44.38 (kN sec2/m)

31. Numerical Simulation of Hybrid Testing (displacement control) Computational substructure Experimental substructure

32. u2 Computational substructure u1 Experimental substructure Numerical Simulation of Hybrid Testing (displacement control)