Seismic Performance of Clay Masonry Veneer in Wood Stud Walls Subjected to In-Plane and Out-of-Plane Shaking 2008 STRUCTURES CONGRESS, VANCOUVER, CANADA

Seismic Performance of Clay Masonry Veneer in Wood Stud Walls Subjected to In-Plane and Out-of-Plane Shaking

2008 STRUCTURES CONGRESS, VANCOUVER, CANADA

Hussein Okail, P. Benson ShingUniversity of California – San DiegoUniversity of California – San Diego

Richard KlingnerUniversity of Texas – AustinUniversity of Texas – Austin

PRESENTATION OUTLINE

Introduction

Experimental Program

Experimental Results

Discussion of Behavior

Conclusions

Future Work

Questions

INTRODUCTION

Ref. The Brick Industry Association, Builder NotesRef. The Brick Industry Association, Builder Notes

EXPERIMENTAL PROGRAM

Wood Stud SpecimensWood 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

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

CONSTRUCTION

4 ft

4 ft

Loose Lintel

Weep Holes

8 ft

8 ft

SPECIMENS DESCRIPTION

Anchor and Joint Reinforcement

Specimen Dimensions

Shaking Direction

In-Plane Out-of-Plane

Corrugated at 16 in. each way (SDC D) This satisfies current requirements.

4-ft wide by 8-ft high

UCSDWood 1

UCSDWood 5

8-ft wide by 8-ft high with 4-ft

opening

UCSDWood 2

Corrugated at 16 in. each way with joint reinforcement, mechanically attached (SDC E) This satisfies current requirements.


UCSDWood 3

UCSDWood 6


opening

UCSDWood 4

UCSDWood 7UCSD

Wood 7X

Corrugated at 16 in. horizontally and 8 in. vertically. This represents an upgraded east-coast solution (SDC D+).


UCSDWood 8

Rigid at 16 in. horizontally and 24 in. vertically with joint reinforcement (SDC E) This represents a current West Coast solution.


UCSDWood 9


opening

UCSDWood 10

GROUND MOTIONS

-1

-0.5

0

0.5

1

1.5

0 5 10 15 20 25

Time (sec)

Acc

eler

ati

on

(g

)

Sylmar

-2.5

-2

-1.5

-1

-0.5

0

0.5

1

1.5

2

2.5

0 5 10 15 20 25

Time (sec)

Acc

eler

atio

n (

g)

Tarzana

Sylmar - 6 Story County Hospital

Tarzana – Cedar Hill Nursery

1994 NORTHRIDGE EARTHQUAKE - CALIFORNIA

0

1

2

3

4

5

6

0 1 2 3 4

Period (sec)

Sp

ectr

al A

ccel

erat

ion

(g

)Sylmar

Tarzana

IBC - SDC E

80% Sylmar

36% Tarzana

Natural Period

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

LOADING PROTOCOL

System Identification White Noise

Design Level – 80 % Sylmar Record


MCE – 120 % Sylmar Record


Collapse Level – Tarzana Record

Levels of Elastic Response

TEST SETUP

Reference Frames

Shaking Direction

Restraint Frame

Protection Frame

WOOD 1 – TARZANA 150%


IN-PLANE BEHAVIOR

Prying Action due to In-Plane Sliding and

Rocking

IN-PLANE BEHAVIOR

Start of Nail Extraction

IN-PLANE BEHAVIOR

Diagonal Cracking and Pier Rocking

IN-PLANE BEHAVIOR

Tie Rupture and Pullout



OUT-OF-PLANE BEHAVIOR

Nail Pullout


Nail Pullout


Pullout of Screw through Deformed Hole

Deformed Hole


Connector Deformation after Collapse

IN-PLANE BEHAVIORIN-PLANE BEHAVIOR

IN-PLANE BEHAVIOR

SlidingRocking

4

SlidingRocking

100(%)4

4

h

DriftVeneer

4

4h4h

0

1

2

3

4

5

6

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

Drift (%)

Pea

k V

enee

r A

ccel

erat

ion

(g)

Wood 1

Wood 2

Wood 3

Wood 4

IN-PLANE BEHAVIOR

MCE

Wood 1

Wood 3

Wood 2Wood 4

0

1

2

3

4

5

6

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

Peak Ground Acceleration (g)

Pea

k V

enee

r A

ccel

erat

ion

(g)

Wood 1

Wood 2

Wood 3

Wood 4

IN-PLANE BEHAVIOR

MC

E

De

sig

n L

eve

l

Wood 1

Wood 3

Wood 2Wood 4

OUT-OF-PLANE BEHAVIOROUT-OF-PLANE BEHAVIOR


0

12

24

36

48

60

72

84

96

0 0.25 0.5 0.75 1 1.25 1.5

Displacement (inch)

Hei

ght

(in

ch)

VeneerBacking

0

12

24

36

48

60

72

84

96

-3.5 -3 -2.5 -2 -1.5 -1 -0.5 0

Acceleration (g)

Hei

ght

(in

ch)

Backing

Displacement Profile

Acceleration Profile

Crack Pattern

Wood 5 – Tarzana 100%


0

1

2

3

4

5

6

0 0.5 1 1.5 2 2.5 3 3.5

Relative Displacement (inch)

Bac

kin

g A

ccel

erat

ion

(g)

Wood 5

Wood 6

Tarzana 125%Tarzana 100%

Sylmar 125%

Sylmar 150%

Tarzana 70%


SPECIMEN ID

Tie Spacing

TIE TYPE

TRIBUTARY

AREA

BACKING ACCELERATI

ON

TIEFORCE

Wood 516’’ x 16’’

Corrugated

1.78 ft2 2.98 g 149 lb

Wood 616’’ x 16’’

Corrugated

1.78 ft2 3.19 g 159 lb

Wood 716’’ x 16’’

Corrugated

1.78 ft2 3.01 g 150 lb

Wood 816’’ x 8’’

Corrugated

1.00 ft2 4.46 g 125 lb

Wood 916’’ x 24’’

Rigid2.67 ft2 2.85 g 213 lb

Wood 1016’’ x 24’’

Rigid2.67 ft2 3.44 g 257 lb

Average Capacity of Corrugated Ties = 152 lb

Average Capacity of Rigid Ties = 235 lb

0

1

2

3

4

5

6

0.0 0.5 1.0 1.5 2.0 2.5 3.0

Peak Ground Acceleration (g)

Pea

k B

ack

ing

Acc

eler

atio

n (

g)

Wood 5

Wood 6

Wood 7

Wood 7X

Wood 8

Wood 9

Wood 10


MC

E

De

sig

n L

eve

l

GENERAL COMMENTARYGENERAL COMMENTARY

JOINT REINFORCEMENT

Nail Pullout Governs Response

No Observed Effect on Out-of-Plane

Behavior

Effect of Tie Type is more pronounced

TOP ROW OF TIES

SYLMAR 125 %PGA = 1.35 g

TARZANA 125 %PGA = 2.55 g

CORRUGATED vs. RIGID

CORRUGATED RIGID



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

FUTURE WORK

FULL SCALE BUILDING - FALL 2008

Shaking Directio

n

COLLABORATING INSTITUTIONS

Prof. Richard Klingner

Seongwoo Jo

Prof. Benson Shing

Hussein Okail

Prof. Mark McGinleyProf. Katherine Keane

Prof. David McLean

Charlena Grimes

Prof. Sameer Hamoush

INDUSTRY FRIENDS

NAME TITLE AFFILIATION

J. Gregg Borchelt

Vice President, Engineering and Research

Brick Industry Association, Reston,

VA

John Chrysler Executive Director Masonry Institute of America, Torrance,

CA

Jamie Farny Program Manager, Masonry and Special

Products

Portland Cement Association, Skokie,

IL

Eric JohnsonDirector 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 EngineeringInternational

Masonry Institute, Annapolis, MD

Robert Thomas

Vice President of Engineering and Research

National Concrete Masonry Association,

Herndon, VA

Jason Thompson

Director of Engineering National Concrete Masonry Association,

Herndon, VA

FUNDING AGENCIES

National Science Foundation

United States

Council For Masonry Research

THANK YOUTHANK YOU

?

Documents

Seismic Performance of Clay Masonry Veneer in Wood Stud Walls Subjected to In-Plane and Out-of-Plane Shaking 2008 STRUCTURES CONGRESS, VANCOUVER, CANADA