Seismic Rehabilitation using Infill Wall Systems · Frame Precast Infill Wall System. Existing...
Transcript of Seismic Rehabilitation using Infill Wall Systems · Frame Precast Infill Wall System. Existing...
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Seismic Rehabilitation using
Infill Wall Systems
Robert J. Frosch
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Non-Ductile Frames
• Columns and Beams
– Inadequate capacity
• Flexure
• Shear
– Lack of confinement
– Lack of column tensile lap splices
• Beam-Column Joints
– Lack of confinement
– Inadequate joint shear capacity
– Strong beam – Weak column
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Economical Rehabilitation
• Construction Cost
• Construction Time
• Maintain Building Operations
Total Rehabilitation Cost
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Rehabilitation Techniques
• Increase frame ductility and strength
– Frame jacketing
• Reduce seismic stresses
– Braces
• Change lateral load system
– Infill Wall
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Infill Wall
New footing
Reinforcement
Dowels
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Interface Dowels
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Field Experience
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Objectives
• Eliminate interface dowels
• Eliminate extensive formwork
• Eliminate large volumes of concrete
– Movement
– Placement
• Increase column tensile capacity
– Without jacketing
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Precast
Panels
Steel Pipe
Grout Strip
Reinforcement
Existing
Frame
Precast Infill Wall System
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Existing Column
Precast Wall
Post Tensioning
Grout Strip
Post TensioningDucts
Column Tensile Capacity
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Precast Infill Wall
• Ease of Construction
• Ease of Fabrication
– Avoid Protruding Bars
• Provide Force Transfer
– Shear Keys
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Model Test StructureP
P/2
6 in. Wall
4 in. Wall
8’
8’
16’
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Precast Panels
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Panel Installation
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Shear Lug
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Grouting
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Grouting
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Completion
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Before After
Rehabilitation
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Frame Test
-12
-10
-8
-6
-4
-2
0
2
4
6
8
10
12
-0.3 -0.2 -0.1 0 0.1 0.2 0.3
Total Drift (%)
Ba
se S
hea
r (k
ips)
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300
Total Drift (%)
Ba
se S
hea
r (k
ips)
Infill Wall Test 1: Flexural HingePost Tensioning = 237 kips
-300
-200
-100
0
100
200
-0.3 -0.2 -0.1 0 0.1 0.2 0.3 0.4 0.5 0.6
Splice Failure
2 - 1” Bars2 - 1” Bars
2 - 1 1/4” Bars2 - 1 1/4” Bars
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Splice Failure
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-300
-200
-100
0
100
200
300
-1000 -500 0 500 1000 1500 2000 2500
Micro-Strain (in./in.)
Ba
se S
hea
r (k
ips)
Decompression LoadColumn PT: Test 1 (PT = 237 kips)
e PT
PTe
VDC = 85 kips
Decompression
Load
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Total Drift (%)
Ba
se S
hea
r (k
ips)
Infill Wall Test 2: ShearPost Tensioning = 507 kips
-500
-400
-300
-200
-100
0
100
200
300
400
500
-0.8 -0.6 -0.4 -0.2 0 0.2 0.4 0.6 0.8
2 - 1” Bars
2 - 1 1/4” Bars
2 - 1” Bars
2 - 1 1/4” Bars
Splice Failure
4 -1” Bars4 -1” Bars
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Cracking Pattern
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Benefits
• Provide an economical system for strengthening RC buildings
• Decrease damage costs from an earthquake
• Decrease nonstructural damage
• Increase life safety
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-500
-400
-300
-200
-100
0
100
200
300
400
500
-0.8 -0.6 -0.4 -0.2 0 0.2 0.4 0.6 0.8
Total Drift (%)
Ba
se S
hea
r (k
ips)
Analysis of Wall BehaviorTest 2
Decompression
Load
P.T. Model
Ig,Ag
P.T. Model
Icr,AgP.T. ModelP.T. Model
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Flexural Design
• Capacity Controlled by Post-
Tensioning System
• Provide Adequate Anchorage of
Post-Tensioning System
Splice Failure
MPost Tensioning
d
T
Anchorage
( )2
n
aM T d= −
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V/3
V/3
Panel Shear Panel Shear ≥≥ Pipe YieldPipe Yield
φ Vn ≥ α Vn
Panel PipeV/3 V/3
V/3
Joint Capacity Joint Capacity ≥≥ Pipe YieldPipe Yield
µ = 1.4
Vn = Avf fy µJoint
φ Vn ≥ α Vn
Joint Pipe
ACI ShearVn
Panel⇒
Wall Component Design
V
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General Design Requirements
• Minimum Design Forces according to UBC or NEHRP recommendations
• Monolithic Behavior
• Shear Strength Sufficient for Flexural Hinge Formation– R consistent with codes
– R = 1 if shear control
• Assess Effects of the Change in Lateral Load System
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Shear Design
Splice FailureV
Vn = Σ Vn
Pipe Vn = Pipe Yield Strength= 0.6 As Fy
dw
df
Frame SideFrame Side
Wall SideWall Side
pp
∅∅o
do
d
(Bearing Stress)(Area) ≥ Pipe Capacity
Provide Adequate EmbedmentProvide Adequate Embedment
fb ∅od d ≥ α Vn
Pipe
Pipe
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8'
8'
16'
Front Elevation Side Elevation
P
P
1
2
Large-Scale Model Test Structure
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Research Goals
Determine minimum design and detailing requirements for the precast wall system.
Provide a rational analysis method of precast infill-frame interaction.
Gain a better understanding of shear transfer in concrete.
Gain a better understanding of concrete - steel pipe shear transfer.
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-60
-40
-20
20
40
60
80
100
-0.25 -0.2 -0.15 -0.1 -0.05 0.05 0.1 0.15 0.2 0.25
Load (
Kip
s)
Displacement (Inch)
Panel Connection TestSpecimen PC-AL-A
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VVariables
Panel Connection Test Specimen
• Shear Key Configuration
• Shear Key Size• Vertical Strip Steel
• Panel Spacing• Grout Strength
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-80
-60
-40
-20
0
20
40
60
80
-0.4 -0.3 -0.2 -0.1 0 0.1 0.2 0.3 0.4
Displacement (in.)
Lo
ad
(kip
s)
Panel Connection TestSpecimen PC-5 (2#3)
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Loa
d (
kip
s)
0.4-80
-60
-40
-20
0
20
40
60
80
100
120
-0.4 -0.3 -0.2 -0.1 0 0.1 0.2 0.3
Displacement (in.)
2 #3 BarsSpecimen PC-5
-0.4 -0.3 -0.2 -0.1 0 0.1 0.2 0.3 0.4
Displacement (in.)
4 #3 BarsSpecimen PC-9
Effect of Vertical Reinforcement
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Panel Connection Results
• No significant effect of shear key size, configuration, and panel spacing
• Failure controlled by weaker of grout strip or precast panel
• Vertical reinforcement affects peak and residual capacity
• Residual capacity reliably estimate by shear friction
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V
Frame Connection Test Specimen
• Pipe Embedment Length• Vertical Strip Steel
• Grout Strength
Variables
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-80
-60
-40
-20
0
20
40
60
80
-0.4 -0.3 -0.2 -0.1 0 0.1 0.2 0.3 0.4
Displacement (In.)
Lo
ad
(kip
s)
Frame Connection TestSpecimen FC-2 (2 1/2” XS)
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Frame Connection Results
• Embedment of pipe determined by concrete bearing on projected area
• Residual capacity determined by shear yielding of shear lug
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Out-of-Plane Resistance
• Continuous vertical reinforcement
• Shear lugs
• Boundary element constraint
– In-plane compression
developed under bending
w
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