frp
DESCRIPTION
Refuerzo con FRPTRANSCRIPT
-
Strengthening of Concrete Structures Using
Reinforced Concrete Enlargement Systems
Tarek Alkhrdaji, PhD, PEVice President Engineering Services
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Introduction to Structural Strengthening Strengthening Process FRP Strengthening Concrete Enlargement Micro-Reinforced Concrete
Design Approach Experimental Verification Applications
Case Studies
Presentation Outline
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PG Punching Shear Failure
-
New DemandExisting Capacity
The Strengthening Process
What is actual As-built Condition?
Damage level? Existing stress condition Complex analysis Construction means
methods and materials Composite behavior
requirements & detailing
What is actual As-built Condition?
Damage level? Existing stress condition Complex analysis Construction means
methods and materials Composite behavior
requirements & detailing
Design strategies Specifications Submittal & review
processes Quality Assurance
Design strategies Specifications Submittal & review
processes Quality Assurance
-
Steel Plate Bonding
Span shortening
External Post-Tensioning
New Reinforcement
Section enlargement
Strengthening Process- Conventional Options
-
% Use of Strengthening Systems
FRP Composites
External Post Tensioning- External in enlarged section- External
- Internal in drilled/cored holes
Enlargement of Section
Supplemental Steel (Plate bonding or support)
~50%
~50%
-
ANCHORS?
Steel Plate Installation Dry-Fitting ComponentsSteel Plate Installation Dry-Fitting Components
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Strengthening with FRP Composite
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Flexural Strengthening
Bottom Reinforcement
-
Column Strengthening
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Underground PipelinesUnderground Pipelines
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FRP Design Guidelines
440.2R-08 ACI 440.2R-08
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FRP General Design ConceptsEffectiveness of FRP
f f
cu cu
Strain compatibility design approach
FRP design strength can be 50% of published ultimate strength (0.5 ffu)
-
Strength vs. Ductility
sys
ssysy
syss
for65.0
005.0for005.020.0
65.0
005.0for90.0
ACI 318:A section with lower ductility should compensate with a higher reserve of strength
0.90
0.70
Steel Strain atUltimate
sy 0.005
0.65
-
0200
400
600
800
1000
0 100 200 300 400 500 600 700 800 (10e-06 1/mm)
M
(
k
N
-
M
)
Original RC Beam
1 ply FRP
3 plies FRP6 plies FRP
Effect of Adding FRP Plies
-
Carbon
1000
2000
3000
4000
0
5000
T
e
n
s
i
l
e
S
t
r
e
s
s
(
M
P
a
)
CarbonCarbon
1000
2000
3000
4000
0
5000
T
e
n
s
i
l
e
S
t
r
e
s
s
(
M
P
a
)
FRP Effective Design Strain(FRP Bond Limit)
fuff
cfd tnE
f 9.0'41.0 Externally bonded fiber and laminates (SI units)
fd fu
fd varies from 0.5fu to 0.9fu
-
CASE STUDIES
- FLEXURE -
-
New Hospital
Parking toOffice Space
New Hospital
Parking toOffice Space
-
New HospitalParking to Office SpaceNew Hospital
Parking to Office Space
-
FRP Sheets
New HospitalParking to Office SpaceNew Hospital
Parking to Office Space
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Case Study - ChimneyCase Study - Chimney
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Existing Capacity vs. DemandExisting Capacity vs. Demand
0
25
50
75
100
125
150
0 500 1000 1500 2000 2500Moment [kN-m x 103]
E
l
e
v
a
t
i
o
n
[
m
]
Flexural Demand
Existing Moment Capacity
Areas requiring strengthening
Areas requiring strengthening
Areas requiring strengthening
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Nominal CapacityNominal Capacity
' ' ' ' '1 2 3 4
12
0 01
cos
2st
n u
n
f f f f f f f f f fi fii
M P R C S S S S
nt w E d c nt w E d c
Concrete and Steel Contribution
FRP Contribution= 0.85
FRPs
s t
wf
cy
R
ACI 307-08Design and Construction of Reinforced Concrete Chimneys
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Strengthening LayoutStrengthening Layout
0.0 m
3 PLIES FULLCOVERAGE (FRPON BOTH SIDES)
20.0 m
29.0 m
3 PLIES FULLCOVERAGE (FRPON BOTH SIDES)
99.0 m
2 PLIES FULLCOVERAGE (FRPON BOTH SIDES)
NO FRP REQUIRED
3 PLIES FULL COVERAGE(FRP ON INTERIOR SIDE)105.0 m
108.0 m
117.0 m
2 PLIES 600 mm WIDE OFFRP AT 900 mm O.C.(FRP ON INTERIOR SIDE)
LONGITUDINAL CHIMNEY SECTION
111.0 m
2 PLIES FULLCOVERAGE (FRP ONINTERIOR SIDE)
84.0 m
63.0 m
2 PLIES FULLCOVERAGE (FRP ONBOTH SIDES)
23.0 m 1 PLY FULLCOVERAGE (FRP ONEXTERIOR SIDE)
NO FRP REQUIRED
140.0 mNO FRP REQUIRED
STRENGTHENINGAT OPENING WITH
STEEL PLATES(fy = 420 MPa)
CONCRETEENLARGMENT AT
CHIMNEY BASE
-
Parking GaragePrecast Double Tee and Corbel
Strengthening
-
Existing Conditions
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Precast Tee FRP Strengthening
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Precast Tee FRP Strengthening
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Corbel FRP Strengthening
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Strengthening with Concrete Enlargement
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Concrete Enlargement
Create composite behavior via:1. Horizontal shear transfer
a. Installation of steel dowels
b. Profiling of concrete surface (CSP-7)
2. Prepare surface to open pores
3. Placement techniques to force intimatecontact between exiting and new concrete
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Enlargement Specifying & Measuring Surface Preparation
ICRI SurfaceProfile Chips
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Enlargement Specifying & Measuring Surface Preparation
CSP-7
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Enlargement-Place new materialand force into pores of existing concrete (Form&Pump)
NewExisting
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Enlargement Transfer Girder
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Enlargement
-
Enlargement
2-3 psiBond Line
10-15 psi
-
Enlargement
-
Enlargement Materials- SCC
28 in
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Sounding and Bond Tests
Sounding Sounding
`Ping
Confirming Bond- Quality ControlConfirming Bond- Quality Control
Pull testPull test
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Core Through Enlargement Quality Control-Quality Control-
Enlargement Original
BondLine
FailurePlane
1 MPa
fc of materialsCoring depth and diameterDollie size Perpendicular dollie & coreDollie adhesive
1 2 3
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Transfer Girder- Structural Defect
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Transfer Girder - Formwork
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Enlargement of Columns for Higher LoadsEnlargement of Columns for Higher Loads
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BYU Pedestrian Bridge
New Pedestrian Bridge Extension to be Added
New Pedestrian Bridge Extension to
be Added
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Bridge: Existing Condition
Total Length = Approx. 410m
Width = 4m
Span (Work Area) = 19m
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Existing Condition- 3D ModelingExisting ConditionExisting Condition-- 3D Modeling3D Modeling
Span under Modification
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Modified Condition- 3D ModelingModified ConditionModified Condition-- 3D Modeling3D Modeling
Removed Portion of Beam
Enlarged Beam with
New PTConstruction joints where Existing PT is anchored
-
Top FRP Bars at Supports20
'-0"
COLUMN 2
18'-0"
20'-0"
16'-0
"
COLUMN 3
PEDESTRIAN OVERPASS PLAN VIEW: TOP FRP LAYOUT
8 #4 CFRP BARS AT12" O.C. (MIN.) ON TOP OF SLAB
8 #4 CFRP BARS 38'-0" LONGAT 12" O.C. (MIN.) ON TOP OF SLAB
4 #4 CFRP BARS38'-0" LONGAT 3" O.C. (MAX.)ON BEAM
4 #4 CFRP BARS38'-0" LONGAT 3" O.C. (MAX.)ON BEAM
4 #4 CFRP BARS27'-9" LONGAT 3" O.C. (MAX.)ON BEAM
27'-
9"
INSIDE RADIUS = 33'-9"
OUTSIDE RADIUS = 44'-2"
15'-4 3/4"
CONSTRUCTION JOINT(CJ2)
INSIDE FACEELEVATION
(SEE DETAIL BELOW)
12"
CONSTRUCTION JOINT(CJ1)
22'-
2"
15'-4"18'-0"
CJ2
4 #4 CFRP BARS38'-0" LONG
AT 3" O.C. (MAX.)ON BEAM
3'-0" LAP (MIN.)
INSIDE FACE ELEVATION: CFRP BAR LAYOUT
13'-4"1'-0"
5 #4 CFRP BARSAT 3" O.C.
13'-4" LONG
26'-11"
5 #4 CFRP BARSAT 3" O.C.
13'-4" LONG 5' MIN. OVERLAP
5' MIN. OVERLAP
8" CONCRETEENLARGEMENT
8'-0
"
10'-0
"
COLUMN 3
34
2
1
-
Bottom FRP Sheets
COLUMN 2
COLUMN 3
PEDESTRIAN OVERPASS PLAN VIEW: BOTTOM FRP LAYOUT
1 PLY 24" WIDE10'-6" LONG AT 36" O.C.(7 STRIPS TOTAL)
1 PLY 24" WIDE11'-7" LONG AT36" O.C. (TYP.)
24"
24"
1 PLY 24" WIDE25'-9" LONG AT36" O.C. TYP.)
1 PLY 24" WIDE22'-0" LONG AT
36" O.C. (TYP.)
12'-7
"
9"
12"
4
2
34
2
1
-
Typical Section
SECTION
1'-3" 10'-0" 1'-3"5
'
-
6
"
12'-6"
5'-0"1 PLY 24" WIDE25'-9" LONG (TYP.)
8 #4 CFRP BARS38'-0" LONG AT 12" O.C.
4 #4 CFRP BARS38'-0" LONG
AT 3" O.C. (MAX.)
5 #4 CFRP BARS13'-4" LONG
AT 3" O.C. (MAX.)
3"
4
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PT Enlargement Details
BRIDGE ELEVATION: REINFORCEMENT LAYOUT(NTS)
COLUMN 2CJ 1 9'-10"22'-2"8'-0"
B
E
A
M
O
P
E
N
I
N
G
SECTION A-A: SECTION DETAIL
1'-3"
5
'
-
6
"
3
"
8"
#5 L-DOWEL AT 12" O.C.WITH 8" EMBEDMENT
2 #7 BOTTOM BARS
#5 SKIN BARS AT 11" O.C.VERTICALLY
#5 L-DOWELS AT 11" O.C.VERTICALLY WITH 6" EMBEDMENT(MIN.) INTO PARAPET
8"EMBEDMENT
7 0.6" STRANDP-T TENDONS
2 #7 TOP BARS
1'-3"
5
'
-
6
"
3
"
8"
#5 L-DOWEL AT 12" O.C. WITH8" EMBEDMENT
2 #7 BOTTOM BARS
#5 SKIN BARS AT 11" O.C. VERTICALLY
8"EMBEDMENT
7 0.6" STRANDP-T TENDONS
2 #7 TOP BARS
A
P
P
R
O
X
.
2
7
"
6"
#5 L-DOWELS AT 11" O.C.VERTICALLY WITH 6" EMBEDMENT(MIN.) INTO PARAPET
2" DEEPTRENCH
A
A
B
B
SECTION B-B: END SECTION
10 1/2"
24 1/4"
7 1/2"
5'-0"THICKENED WALL
TRANSITION(SEE SHEET S11)
2 #7 TOP BARS#5 L-DOWELS AT 12" O.C.HORIZONTALLY WITH 6"EMBEDMENT (MIN.) INTO PARAPET
#5 VERTICAL BARS AT 12" O.C.WITH 8" EMBEDMENT(MIN.)
2 #7 BOTTOMBARS
#5 LONGITUDINALSKIN BARS AT 11" O.C.VERTICALLY
5
'
-
6
"
4
'
-
6
"
-
PT Concrete Enlargement
All-thread Bars
P-T Anchorages
-
PT Concrete Enlargement
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PT Concrete Enlargement
Strand Stressing Lower P-T Tendon
Grout Tubes Installed
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PT Concrete Enlargement
P-T Tendons Grouted Finished Product
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PART 2Micro-Reinforced Concrete
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Micro-Reinforced Concrete System
Micro-Reinforced Concrete System
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Micro-Reinforced Concrete System
Cementitious Slurry Infiltration
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Micro-Reinforced Concrete System
Infiltrated Cage
-
Micro-Reinforced Concrete System
Standard Components
PlasticizerCement Premix
Slurry infiltrated Micro-reinforced Concrete
WaterSand
Self Compacting Slurry
WeldedWire Mesh
+
-
Micro-Reinforced Concrete System
High Ductility
-
Micro-Reinforced Concrete System
Thin & Light
Energy Absorbing No Fragments
High Durability
High Ductility
Benefits
-
Micro-Reinforced Concrete System
Compressive Strength = 16,000 psi 23,000 psi
Tensile Strength = 1,300 2,900 psi
Shear Strength = 1,000 2,300 psi
Youngs-Modulus = 4.200 ksi 5.800 ksi
Ductility factor > 10 (ultimate strain/ yieldstrain )
Technical Data
-
Micro-Reinforced Concrete System
Strain Compatibility
-
Micro-Reinforced Concrete System
2
2
6"
Ducon (thickness varies)
11'-0"
10'-6"
10'-0"
24"
6" 7"
Ducon(Thickness 1")
Slab SF1-D
Slab SF1-D & SF5-D
24"
6" 8"
Ducon(Thickness 2")
Slab SF5-D
Slab Details
-
Micro-Reinforced Concrete System
Substrate Surface Scarifier
Slabs: Surface Preparation
CSP-7 Surface Profile
-
Micro-Reinforced Concrete System
10 or 20 Layers of Ducon Mesh Secured Using Tie Wire and Duplex Nails
Slab SF1-D: 1 Ducon
-
Micro-Reinforced Concrete System
Slabs Fabrication: Placing DUCON Slurry into Forms
-
Micro-Reinforced Concrete System
Slab: Finished Product
-
Micro-Reinforced Concrete System
Cracking Pattern
-
Micro-Reinforced Concrete System
Test Results
0
2000
4000
6000
8000
10000
12000
14000
0 1 2 3 4 5 6Deflection (in)
L
o
a
d
(
l
b
)
SF1-D Experimental SD1-D
ACI Predictions
SD1ACI Predictions
SF1Experimental
1 Thickness
-
Micro-Reinforced Concrete System
Test Matrix2 Thickness
0
5000
10000
15000
20000
25000
0 0.5 1 1.5 2 2.5 3
Deflection (in)
L
o
a
d
(
l
b
)
SF5-D Experimental
SD5-D ACI
Predictions
SD5ACI
Predictions
SF5Experimental
-
Micro-Reinforced Concrete System
12"
4"
BS5-D
36"
12"
15 1/2"
17 1/2"
U-Shape Ducon(Thickness 1.75")
16"
1
1
4"
U-Shape Ducon(thickness varies)
11'-0"
10'-6"
10'-0"
Beam BS2-D & BS5-D
12"
4"
Beam BS2-D
U-Shape Ducon(Thickness 1")
36"
12"
14"
16 3/4"
T-Beam Details
-
Micro-Reinforced Concrete System
Roughened Surface to Amplitude
Surface Preparation
-
Micro-Reinforced Concrete System
Beams: HUS-H Screw Anchor Layout
-
Micro-Reinforced Concrete System
Formwork Installation
-
Micro-Reinforced Concrete System
Finished Product
-
Micro-Reinforced Concrete System
Test SetupFour-Points Bending Test
-
Micro-Reinforced Concrete System
Test Results
0
50000
100000
150000
200000
250000
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Deflection (in)
L
o
a
d
(
l
b
)
1.75 JacketExperimental
1 JacketExperimental
BenchmarkExperimental
-
Micro-Reinforced Concrete System
ApplicationsRepair & Strengthening
-
Micro-Reinforced Concrete System
Seismic
Security WaterproofingStructural Strengthening
Applications
-
Micro-Reinforced Concrete System
Thin OverlaySurface Repair / Slab Strengthening
-
Micro-Reinforced Concrete System
2.4 thick
Column Enlargement
-
Micro-Reinforced Concrete System
)
Precast encasement before infiltration of RCColumn Forms
-
Micro-Reinforced Concrete System
DUCON Column Forms
-
Micro-Reinforced Concrete System
ApplicationsForce Protection (Blast Mitigation)
-
Micro-Reinforced Concrete System
Contact Detonation Test Results
RC
Breach, Spall and Projectiles NO Breach, NO SpallNO Projectiles
Front/ Attack Side
-
Micro-Reinforced Concrete System
RC
Rear Side
Contact Detonation Test Results
DUCON
-
Micro-Reinforced Concrete System
120 mm Mortar Impact
Mortar Round Detonation TestingFragmentation Protection
-
Micro-Reinforced Concrete System
Column Blast UpgradeDynamic Finite Element Analysis
-
Micro-Reinforced Concrete System
CombinationofDUCONandReinforcedConcrete@FullHeightColumns
Column Blast UpgradeColumn Jacket
-
Micro-Reinforced Concrete System
Column Blast UpgradeColumns Required Upgrades Exterior View
-
Micro-Reinforced Concrete System
Column Blast UpgradeMesh Installation - Full Height
-
Micro-Reinforced Concrete System
Column Blast UpgradePartially Formed Column with Injection Points
-
Micro-Reinforced Concrete System
Column Blast UpgradeCompleted Full Height Column Jacket
-
Micro-Reinforced Concrete System
Thank You
Tarek Alkhrdaji, PhD, PEVice President Engineering Services
[email protected]: (410) 340-3260