1. Seismic Performance of Clay Masonry Veneer in Wood Stud Walls Subjected to In-Plane and Out-of-Plane Shaking 2008 STRUCTURES CONGRESS, VANCOUVER, CANADA University of California – San Diego Hussein Okail, P. Benson Shing University of California – San Diego Richard Klingner University of Texas – Austin

2. PRESENTATION OUTLINE  Introduction  Experimental Program  Experimental Results  Discussion of Behavior  Conclusions  Future Work  Questions

3. INTRODUCTION Ref. The Brick Industry Association, Builder Notes

4. EXPERIMENTAL PROGRAM Wood Stud Specimens Wood Stud Frame + Clay Brick Veneer Corrugated Sheet Metal Ties / Rigid Ties With or Without Joint Reinforcement Walls with or without Openings In-Plane or Out-of-Plane Shaking Conforming with IRC, MSJC 1 in 4 ft 8 ft

5. CONSTRUCTION 22 ga. Corrugated Sheet Metal Tie 9 ga. Joint Reinforcement 1’’ Air Gap 16 ga. Rigid Tie 3/8 ‘’ Type N Masonry Cement Mortar Joint 30 MIL EPDM Flashing

6. CONSTRUCTION 4 ft Loose Lintel Weep Holes 8 ft

7. SPECIMENS DESCRIPTION Anchor and Joint Reinforcement Specimen Dimensions Shaking Direction In-PlaneOut-of-Plane Corrugated at 16 in. each way (SDC D) This satisfies current requirements. 4-ft wide by 8-ft highUCSD Wood 1 UCSD Wood 5 8-ft wide by 8-ft high with 4-ft opening UCSD Wood 2 Corrugated at 16 in. each way with joint reinforcement, mechanically attached (SDC E) This satisfies current requirements. 4-ft wide by 8-ft highUCSD Wood 3 UCSD Wood 6 8-ft wide by 8-ft high with 4-ft opening UCSD Wood 4 UCSD Wood 7 UCSD Wood 7X Corrugated at 16 in. horizontally and 8 in. vertically. This represents an upgraded east-coast solution (SDC D+). 4-ft wide by 8-ft highUCSD Wood 8 Rigid at 16 in. horizontally and 24 in. vertically with joint reinforcement (SDC E) This represents a current West Coast solution. 4-ft wide by 8-ft highUCSD Wood 9 8-ft wide by 8-ft high with 4-ft opening UCSD Wood 10

8. GROUND MOTIONS SylmarTarzana Sylmar - 6 Story County HospitalTarzana – Cedar Hill Nursery 1994 NORTHRIDGE EARTHQUAKE - CALIFORNIA

9. RESPONSE SPECTRUM 5% Damping Earthquake Level% Sylmar% Tarzana Design Earthquake (10% in 50 Years) (476 Years Return Period) 80 %36 % Maximum Considered Earthquake (2% in 50 Years) (2500 Years Return Period) 120%54% X 1.5

10. LOADING PROTOCOL System IdentificationWhite Noise Design Level – 80 % Sylmar Record System IdentificationWhite Noise MCE – 120 % Sylmar Record System IdentificationWhite Noise Collapse Level – Tarzana Record Levels of Elastic Response

11. TEST SETUP Reference Frames Shaking Direction Restraint Frame Protection Frame

12. WOOD 1 – TARZANA 150%

13. WOOD 2 – TARZANA 150%

14. IN-PLANE BEHAVIOR Prying Action due to In-Plane Sliding and Rocking

15. IN-PLANE BEHAVIOR Start of Nail Extraction

16. IN-PLANE BEHAVIOR Diagonal Cracking and Pier Rocking

17. IN-PLANE BEHAVIOR Tie Rupture and Pullout

18. WOOD 5 – TARZANA 125%

19. WOOD 7 – TARZANA 125%

20. OUT-OF-PLANE BEHAVIOR Nail Pullout

21. OUT-OF-PLANE BEHAVIOR Nail Pullout

22. OUT-OF-PLANE BEHAVIOR Pullout of Screw through Deformed Hole Deformed Hole

23. OUT-OF-PLANE BEHAVIOR Connector Deformation after Collapse

24. IN-PLANE BEHAVIOR

26. MCE Wood 1 Wood 3 Wood 2 Wood 4

27. IN-PLANE BEHAVIOR MCE Design Level Wood 1 Wood 3 Wood 2 Wood 4

28. OUT-OF-PLANE BEHAVIOR

29. Displacement ProfileAcceleration ProfileCrack Pattern Wood 5 – Tarzana 100%

30. OUT-OF-PLANE BEHAVIOR Tarzana 125% Tarzana 100% Sylmar 125% Sylmar 150% Tarzana 70%

31. OUT-OF-PLANE BEHAVIOR SPECIMEN ID Tie Spacing TIE TYPE TRIBUTARY AREA BACKING ACCELERATION TIE FORCE Wood 5 16’’ x 16’’ Corrugated 1.78 ft 2 2.98 g149 lb Wood 6 16’’ x 16’’ Corrugated 1.78 ft 2 3.19 g159 lb Wood 7 16’’ x 16’’ Corrugated 1.78 ft 2 3.01 g150 lb Wood 8 16’’ x 8’’ Corrugated 1.00 ft 2 4.46 g125 lb Wood 9 16’’ x 24’’ Rigid 2.67 ft 2 2.85 g213 lb Wood 10 16’’ x 24’’ Rigid 2.67 ft 2 3.44 g257 lb Average Capacity of Corrugated Ties = 152 lb Average Capacity of Rigid Ties = 235 lb

32. OUT-OF-PLANE BEHAVIOR MCE Design Level

33. GENERAL COMMENTARY

34. JOINT REINFORCEMENT  Nail Pullout Governs Response  No Observed Effect on Out-of-Plane Behavior  Effect of Tie Type is more pronounced

35. TOP ROW OF TIES SYLMAR 125 % PGA = 1.35 g TARZANA 125 % PGA = 2.55 g

36. CORRUGATED vs. RIGID CORRUGATEDRIGID TARZANA 125 % PGA = 2.55 g

37. CONCLUSIONS SO FAR  In-plane behavior of veneer is a combination of sliding & rocking  Out-of-plane behavior of veneer on wood studs is governed by nail pullout  Joint reinforcement does not affect out-of-plane performance  Single wall tests showed that current MSJC requirements result in good performance under Design Earthquake and even under Maximum Considered Earthquake  Analytical models are under development  Performance-Based Design Criteria are under development

38. FUTURE WORK FULL SCALE BUILDING - FALL 2008 Shaking Direction

39. COLLABORATING INSTITUTIONS Prof. Richard Klingner Seongwoo Jo Prof. Benson Shing Hussein Okail Prof. Mark McGinley Prof. Katherine Keane Prof. David McLean Charlena Grimes Prof. Sameer Hamoush

40. INDUSTRY FRIENDS NAMETITLEAFFILIATION J. Gregg Borchelt Vice President, Engineering and Research Brick Industry Association, Reston, VA John Chrysler Executive DirectorMasonry Institute of America, Torrance, CA Jamie Farny Program Manager, Masonry and Special Products Portland Cement Association, Skokie, IL Eric Johnson Director of Engineering Brick Southeast, Charlotte, NC Rashod Johnson Director of Engineering Masonry Contractors Association of America, Schaumburg, IL John Melander Director of Product Standards and Technology Portland Cement Association, Skokie, IL Diana Throop Director of Engineering International Masonry Institute, Annapolis, MD Robert Thomas Vice President of Engineering and Research National Concrete Masonry Association, Herndon, VA Jason Thompson Director of EngineeringNational Concrete Masonry Association, Herndon, VA

41. FUNDING AGENCIES National Science Foundation United States Council For Masonry Research

42. THANK YOU ?