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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
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PRESENTATION OUTLINE Introduction Experimental Program Experimental Results Discussion of Behavior Conclusions Future Work Questions
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INTRODUCTION Ref. The Brick Industry Association, Builder Notes
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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
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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
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CONSTRUCTION 4 ft Loose Lintel Weep Holes 8 ft
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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
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GROUND MOTIONS SylmarTarzana Sylmar - 6 Story County HospitalTarzana – Cedar Hill Nursery 1994 NORTHRIDGE EARTHQUAKE - CALIFORNIA
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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
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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
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TEST SETUP Reference Frames Shaking Direction Restraint Frame Protection Frame
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WOOD 1 – TARZANA 150%
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WOOD 2 – TARZANA 150%
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IN-PLANE BEHAVIOR Prying Action due to In-Plane Sliding and Rocking
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IN-PLANE BEHAVIOR Start of Nail Extraction
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IN-PLANE BEHAVIOR Diagonal Cracking and Pier Rocking
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IN-PLANE BEHAVIOR Tie Rupture and Pullout
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WOOD 5 – TARZANA 125%
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WOOD 7 – TARZANA 125%
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OUT-OF-PLANE BEHAVIOR Nail Pullout
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OUT-OF-PLANE BEHAVIOR Nail Pullout
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OUT-OF-PLANE BEHAVIOR Pullout of Screw through Deformed Hole Deformed Hole
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OUT-OF-PLANE BEHAVIOR Connector Deformation after Collapse
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IN-PLANE BEHAVIOR
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MCE Wood 1 Wood 3 Wood 2 Wood 4
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IN-PLANE BEHAVIOR MCE Design Level Wood 1 Wood 3 Wood 2 Wood 4
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OUT-OF-PLANE BEHAVIOR
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Displacement ProfileAcceleration ProfileCrack Pattern Wood 5 – Tarzana 100%
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OUT-OF-PLANE BEHAVIOR Tarzana 125% Tarzana 100% Sylmar 125% Sylmar 150% Tarzana 70%
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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
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OUT-OF-PLANE BEHAVIOR MCE Design Level
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GENERAL COMMENTARY
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JOINT REINFORCEMENT Nail Pullout Governs Response No Observed Effect on Out-of-Plane Behavior Effect of Tie Type is more pronounced
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TOP ROW OF TIES SYLMAR 125 % PGA = 1.35 g TARZANA 125 % PGA = 2.55 g
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CORRUGATED vs. RIGID CORRUGATEDRIGID TARZANA 125 % PGA = 2.55 g
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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
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FUTURE WORK FULL SCALE BUILDING - FALL 2008 Shaking Direction
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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
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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
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FUNDING AGENCIES National Science Foundation United States Council For Masonry Research
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THANK YOU ?
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