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What About Adhesive Anchors?
Part 2(A)
ACI Spring 2010 Xtreme Concrete Convention
March 21 - 25, Chicago, IL
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What About Adhesive Anchors?
Part 2(A)
ACI Spring 2010 Xtreme Concrete Convention
March 21 - 25, Chicago, IL
Todd Davis is a Research Assistant and Ph.D.
student in the Department of Civil Engineering
at the University of Florida. His research
focuses on the long-term performance of
adhesive anchors in concrete. Todd graduated
summa cum laude in 1995 with a Bachelor of
Science in Civil Engineering from Auburn
University, and then served four years as an officer in the U.S.
Navy Civil Engineer Corps. He then moved to Guatemala to
work with an engineering organization involved in the design
and construction of community development projects. In 2001,
he and his wife founded the organizations Latin American
regional office. In 2007, Todd returned to the United States to
earn his Masters of Engineering with a focus on Structural
Engineering from the University of Florida.
StressversusTimetoFailureTest
MethodforEvaluatingtheSustained
LoadPerformanceofAdhesive
AnchorSystemsinConcrete
ToddM.Davis
RonaldA.Cook,Ph.D.,PE
UniversityofFlorida
DepartmentofCivilEngineering
Outline
Introduction
BackgroundonTesting
ASTME48896
ASTME151201
ICCESAC58,AC308,andACI355.Y
StressversusTimetoFailureTestMethod
CurrentResearchEfforts
IntroductiontoAdhesive
Anchors
BostonTunnelCollapse
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CeilingCollapse
Source:NTSB(2007)
DisplacedAnchors
Source:NTSB(2007)
Time (Days)
0 10 20 30 40 50 60 70 80
Displacement(inch)
0.00
0.02
0.04
0.06
0.08
0.10
0.12
0.14
0.16
0.18
0.20
0.22
0.24
0.26
0.28
0.30
#9-409
2lb
s
#10
-401
4lbs
#8 - 4081 lbs
#7 - 4080 lbs
LaboratoryAnchorTesting
Source:FHWATFHRC
Anchorsloadedat4000pounds
BackgroundonSustainedLoad
TestingforAdhesiveAnchors
ASTME48896
StandardTestMethodsforStrengthofAnchorsinConcreteandMasonryElements
StaticLoadTesting
CONFINED UNCONFINED
Source:ACI355.Y
BackgroundonSustainedLoad
TestingforAdhesiveAnchorsASTME151201(reapproved2007)
StandardTestMethodsforTesting
BondPerformanceofBondedAnchors
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ASTME151201CreepTest
TestSeries
Static
load
test: 75Fand110F
Sustainedloadtest:
110F
40%meanstaticload
42days(1000hours)
DataAnalysis
Logarithmictrendlineto600days
(last20datapoints)
ASTME151201CreepTest
Duration ofload t [hours]
Displacement[mm]
2000
600
days
1000 4000
1000 Duration of load t
[hours]
2
1
2
Displacement[mm]
Detail A
Detail A
data points used for extrapolation
log function extrapolation
600
Duration ofload t [hours]
Displacement[mm]
2000
600
days
1000 4000
1000 Duration of load t
[hours]
2
1
2
Displacement[mm]
Detail A
Detail A
data points used for extrapolation
log function extrapolation
600
Source:EligehausenandSilva(2008)
BackgroundonSustainedLoad
TestingforAdhesiveAnchors
ICCESAC58&AC308
ACI355.Y
ICCESAC58
Displacement
Load
Nu75
u75 Displacement
Load
Nu110
u110
Static Tension Test @ 75F (24C) Static Tension Test @ 110F (43C)
Time
Displacement
600 days
Creep Test Series @ 40% Nu75
and 110F (43C)
u110& 0.12 (3.0mm)
0
creep
0+ creep u110& 0.12 (3.0mm)
Displacement
Load
Nu75
u75 Displacement
Load
Displacement
Load
Nu75
u75 Displacement
Load
Nu110
u110
Static Tension Test @ 75F (24C) Static Tension Test @ 110F (43C)
Time
Displacement
600 days
Creep Test Series @ 40% Nu75
and 110F (43C)
u110& 0.12 (3.0mm)
0
creep
0+ creep u110& 0.12 (3.0mm)
* The mean ultimate loads associated with standard temperature and elevated temperature conditions are used for the
sustained load tests at room temperature and elevated temperature, respectively.** The calculated estimated displacement service for any one test may not exceed 1.2lim
TestCondition AC58 AC308
Statictensionload *
Temperature(s) duringtest 110F(43.3C) standard(room)temp.
max.shorttermelevatedtemp.
Durationoftest min.42days min.42days
Extrapolationperiod 600days(elevatedtemp.) 50years(roomtemp.)
10years(elevatedtemp.)
Extrapolationmethod Logarithmic Findley
power
law
Residualcapacity Notestrequired Testanchorsintensiontofailure
followingapplicationofsustainedload
Acceptancecriteria
**
Residualload:
u,stdtemp
0.40 N u,stdtemp
0.55 N
( t ) a ln t b0 b
( t ) a t 0
u,elevated temp(600days) min
3mm
lim,roomtemp
lim,elevatedtemp
(50 yrs)
(10 yrs)
req=0.90
ICCESAC58&AC308Comparison
Source:EligehausenandSilva(2008)
DataProjectionComparisons
0
0.2
0.4
0.6
0.8
1
1.2
1.4
0 20000 40000 60000 80000 100000 120000
Displacement[mm]
Duration of load [hrs]
AC308 (Findley) projection
AC58 logarithmic projection
Measured displacements
0
0.2
0.4
0.6
0.8
1
1.2
1.4
0 20000 40000 60000 80000 100000 120000
Displacement[mm]
Duration of load [hrs]
AC308 (Findley) projection
AC58 logarithmic projection
Measured displacements
Source:EligehausenandSilva(2008)
~12.5yrs
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DataProjectionComparisons
y = 0.1629Ln(x) - 0.7079
y= 0.018x0.4565
0
1
2
3
4
5
6
0 50000 100000 150000 200000 250000
D
isplacement[mm]
Dur
AC308 (Findley) projection
AC58 logarithmic projection
Measured displacements
y = 0.1629Ln(x) - 0.7079
y= 0.018x0.4565
0
1
2
3
4
5
6
0 50000 100000 150000 200000 250000
D
isplacement[mm]
Dur
AC308 (Findley) projection
AC58 logarithmic projection
Measured displacements
Source:Eligehausen andSilva(2008)
~27yrs
Duration of load [hrs]Duration of load [hrs]
ProjectionMethod
SECONDARYPRIMARY TERTIARY
INTIAL PLASTIC DISPLACEMENT
INTIAL ELASTIC DISPLACEMENT
TIME
DISPLACEMENT
X
RUPTURE
SECONDARYPRIMARY TERTIARY
INTIAL PLASTIC DISPLACEMENT
INTIAL ELASTIC DISPLACEMENT
TIME
DISPLACEMENT
X
RUPTURE
ActualResponse
SECONDARYPRIMARY TERTIARY
INTIAL PLASTIC DISPLACEMENT
INTIAL ELASTIC DISPLACEMENT
TIME
DISPLACEMENT
X
RUPTURE
SECONDARYPRIMARY TERTIARY
INTIAL PLASTIC DISPLACEMENT
INTIAL ELASTIC DISPLACEMENT
TIME
DISPLACEMENT
X
RUPTURE
Time (Days)
0 10 20 30 40 50 60 70 80
Displacement(inch)
0.00
0.02
0.04
0.06
0.08
0.10
0.12
0.14
0.16
0.18
0.20
0.22
0.24
0.26
0.28
0.30
#9-40
92lbs
#10
-401
4lbs
#8 - 4081 lbs
#7 - 4080 lbs
LaboratoryAnchorTesting
Source:FHWATFHRC
Anchorsloadedat4000pounds
StressversusTimetoFailure
TestMethod
AASHTOTP84
SampleStressversusTimetoFailure
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StressversusTimetoFailure
Precedent
ASTMD468098WoodtowoodadhesivesASTMD178005Metaltometaladhesives
ASTMD229496Metaltometaladhesives
ASTMD299001Plastics
AASHTOTP84TestProcedure
110Felevatedtemperature
5staticloadtests Determinemeanstaticload(100%)
6sustainedloadteststofailure
3at75%meanstaticload
3at65%meanstaticload
Definefailureasinitiationoftertiarycreep
Plotonstressversuslogtimetofailuregraph
Extrapolatelinearlinethroughpoints
StressversusTimetoFailureGraph
Source:Eligehausen etal.(2010)
Advantages
Resultsusefultothepracticingengineer
Reductionfactorforsustainedload
IncorporationofexistingICCESAC308data
Manufacturerscanqualifyabovecurrentpass/failcriteria
Removesuncertaintywithprojectionmethods
Platformforevaluatinglongtermeffects
CurrentResearchEfforts
NCHRPProject0437
LongTermPerformanceofEpoxy
AdhesiveAnchorSystems
ParametersIncluded
Increasedservicetemperature
Horizontalinstallationdirection
Verticalinstallationdirection
Moistureduringinstallation
Moistureduringservice
Reducedholecleaning
Reducedinstallationtemperature
Reducedservice
temperature
Anchordiameter
Typeofholedrilling
Concretecomposition:
Withblastfurnaceslag
Withflyash
Unconfinedsupport
condition
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CalculationofReductionFactor
DISPLACEMENT
LOAD
NBL
NVARIABLE
NBL
NVARIABLE=
EvaluationofLongTermSensitivity
0.01 0.1 1 10 100 1000 10000 100000 1 000000
Log Time (hr)
PercentofBaselineShort-termLoad
100
-BASELINE
VARIABLE HAS NO EFFECT ON
SUSTAINEDLOADOVER TIME(COLINEAR TO -BASELINE)
VARIABLE HAS IMPACT ON
SUSTAINED LOADOVER TIME
(STEEPERTHAN -BASELINE)
BASELINECURVE
Acknowledgements
Todd M. Davis
QuestionsorComments?
Rolf Eligehausen is Professor, University of
Stuttgart Institute of Construction Materials, in
Stuttgart, Germany. He is an active member of
ACI Committees 349 (Concrete Nuclear
Structures), 355 (Anchorage to Concrete), and
408 (Development and Splicing of Deformed
Bars).
UniversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
Behavior, testing and design of
bonded anchors under sustained
tension loads
ACI Spring 2010 Convention
March 21-25, 2010Chicago, IL, USA
by
Rolf Eligehausen, Ronald Blochwitz, Werner Fuchs
Institute of Construction Materials
University of StuttgartUniversityofStuttgart
InstituteofConstructionMaterials
UniversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
Content
Introduction
Assessment of the behavior of bonded
anchors under sustained loads according to
ICC-ES AC308 and ACI 355.Y
Test resul ts
Evaluation of sustained bond strength
measured with the procedure according to
ICC-ES AC308 and ACI 355.Y
Design of bonded anchors according to the
provisions proposed for ACI 318, App. D
Conclusions
Content
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UniversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
On July 10, 2006, partial collapse of the ceiling
system in the I-90 Seaport Tunnel in Boston occurred
On July 10, 2007, the NTSB issued its final report1)
.
Main conclusions and recommendations:- The collapse was caused by creep failure of
the adhesive anchors installed overhead and
subjected to sustained tension loading
- Insufficient understanding on the part of
designers and builders regarding the nature of
adhesive anchoring systems
- Lack of standards for testing of adhesive
anchors in sustained tensile load applications
-
1) National Transportation Safety Board, Accident Report No. NTSB/HAR_07/02 Ceiling Collapsein the Interstate 90 Connector Tunnel, Boston, Massachusetts, July 10, 2006, July 10, 2007 U
niversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
On July 10, 2007, the NTSB issued its final report.
Main conclusions and recommendations:
- Prohibit the use of adhesive anchors in
sustained tensile-load overhead highway
applications where failure of the adhesive
would result in a risk to the public until testing
standards and protocols have been
developed and implemented that ensure the
safety of these applications.
Un
iversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
Test procedures and assessment criteria
for bonded anchors
ICBO-ES AC58 Acceptance Criteria for Adhesive
Anchors in Concrete and Masonry Elements was
published in 1995. AC58 contains creep tests.
However, they are optional. AC58 for bonded
anchors in concrete has been replaced by AC308
ICC-ES AC308 Acceptance Criteria for Post-
Installed Adhesive Anchors in Concrete Elements
was first published in 2005. Creep tests are
mandatory.
ACI 355.Y Acceptance criteria for Qualification of
Post-Installed Adhesive Anchors in Concrete is
based on ICC-ES AC308. It is expected that the
standard will be published in 2011
Un
iversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
ICC-ES AC308 and ACI 355.Y creep
test procedure
Test one anchor size (d = 12 mm (1/2 in.)) at
standard and maximum long-term elevated
temperature (43C (110F)).
Nsust = 0.55 Nu,mNu,m = mean failure load for pullout failure
measured in unconfined tests at the test
temperature.
Type of support for creep tests not defined.
Usually they are performed confined.
Measure creep displacements over at least 6
weeks (1008 hrs).
After creep test, measure the residual capacity
using a confined test setup
UniversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
a) b)
Test set-up for
unconfined testsTest set-up for
confined testsUniversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
Test set-up for creep tests (schematic)
LVDT ea. side
temperature-
controlled
chamber
spring dashpot
a) Unconfined test configuration
spring dashpot
LVDT ea. side
temperature-
controlledchamber
spring dashpot
LVDT ea. side
temperature-
controlledchamber
b) Semi-confined test configuration
spring dashpot
LVDT ea. side
temperature-controlled
chamber
1.5 do
do
spring dashpot
LVDT ea. side
temperature-controlled
chamber
1.5 do
do
c) Confined test configuration
Unconfined Semi-confined Confined
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UniversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
ICC-ES AC308 and ACI 355.Y:
Assessment criteria for creep tests
Extrapolate the measured creep displacements
using the Findley Power Law to 50 years(standard temperature) or 10 years (elevated
temperature), respectively
m (50 years) m,adh (room temperature)
m (10 years) m,adh (elevated temperature)
(extrapolated) for any test 1.2 m,adh
m,adh = mean displacement at loss of adhesion
measured in confined short-term reference tests
u (residual) 0.9 u (reference)UniversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
Findley Power Law (1976)
The Findley Power Law was developed for plastics
(e.g. polyamide) under tension load and modified
for bonded anchors(t) = t=0 + a t
b
(t) = displacement at time t
t=0 = displacement at t = 0
a,b = constants
t = time
The constants a and b are evaluated from the
measured creep displacements by regression
analysis. The Findley Power Law is a straigh t line
when plotted in double-logarithmic scale.
Un
iversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
Evaluation of displacement at loss of adhesion
adh adh
Nu
NuNadhNadh
displacementdisplacement
load N load N
0.3Nuk
k/1.5
Un
iversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
ICC-ES AC308 and ACI 355.Y:
Assessment criteria for creep tests
If the requirements on displacement behavior are not
met, the creep tests must be repeated with a reduced
sustained load until the requirements are met
The characteristic bond strength given in the
Evaluation Report will be reduced
k = k,0
where
k = bond strength given in Evaluation Report
k,0 = characteristic bond strength evaluated
from results of short-term tests
= Nsust,red / Nsust,req
UniversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
0.1
1
1 10 100 1000 10000 100000 1000000 10000000
Time [hrs]
Displacem
ent
[mm]
measured values
extrapolation
acc. to FINDLEY
m,lim
m,lim= mean displacement at loss of
adhesion from confined tension tests
period:
50 years
(= 20C / 68F)
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
100
101
102
103
104
105
106
107
Assessment of creep behavior according to ICC-ES AC308 and ACI 355.Y UniversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
Validity of current method to predict
creep behavior
Assumptions
Long-term behavior can be predicted by creep
measurements over a short time (~1000 hrs) All factors influencing the short-term bond
strength will influence the long-term bond
strength to the same degree
Creep behavior is not influenced by type of
support (confined, unconfined)
Assessment criteria (extrapolation by Findley
Power Law, limiting displacement) are correct
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UniversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
a) b)
u (unconfined) ~ 0.75 u (confined)
Confined creep tests:
Nsust ~ 0.75 0.55 Nu,m (confined)
~ 0.41 Nu,m (confined) UniversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
Comparison of measured and extrapolated creep
displacements (Eligehausen, Silva (2008))
0
0.2
0.4
0.6
0.8
1
1.2
1.4
0 20000 40000 60000 80000 100000 120000
AC308 (Findley) projection
Measured displacements
0
0.2
0.4
0.6
0.8
1
1.2
1.4
0 20000 40000 60000 80000 100000 120000
Findley projection
Measured displacements
Injection anchor M12,
fc 29 N/mm,
Nsust~ 0,41 Nu,m
20000 40000 60000 80000 100000 20000
Duration of load [ hrs ]
00
0.2
0.4
0.6
Displacement[mm]
0.8
1.0
1.2
1.4
Un
iversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
Comparison of measured and extrapolated creep displacements.
Bonded capsule anchor M12. Test results provided by Hilti.
0.00
0.50
1.00
1.50
2.00
2.50
3.00
3.50
4.00
4.50
0 50000 100000 150000 200000 250000
Measured displacement, test 1
Measured displacement, test 2
Approximation, test 1, 2000 h
Approximation, test 1, 5000 h
Approximation, test 2, 2000 h
Approximation, test 2, 5000 h
sustained load tests with bonded capsule anchor
Duration of load [ hrs ]
Displacement
[mm]
25years
Un
iversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
Comparison of measured and extrapolated creep displacements.
Bonded expansion anchor M12. Test results provided by fischerwerke.
0.00
0.50
1.00
1.50
2.00
2.50
0 10000 20000 30000 40000 50000 60000 70000 80000 90000 100000
Duration of load [hrs ]
Displacement
[mm]
Sustained load tests with bonded expansion anchorM12x100
cracked concretew = 0,3 mmfcc,150= 21,9 N/mm
Nsust= 20,3 kN ~ 0,5 Nu,m
Test 1
Test 2
Findley projection
Findley projection
measured
measured
UniversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
Load-displacement relationships of bonded injection anchors M12 measured
in confined reference tests. Anchors were also tested in creep tests.
0
20
40
60
80
100
120
0.00 0.50 1.00 1.50 2.00
Verschiebung [mm]
Kraft[kN]
1 2
3
V8.56
Displacement [mm]
L
oad[kN]
Displacement atloss of adhesion:
adh,m1,0 mm
Confined referencetension tests
Confined reference
tension tests
Epoxy resin
= 43C (110F)d = 12 mm
hef= 80 mm
UniversityofStuttgart
InstituteofConstructionMaterials
Bonded anchors under sustained tension loadsBonded anchors under sustained tension loads
0,1
1,0
1,E-03 1,E+00 1,E+03 1,E+06 1,E+09 1,E+12
Time to Failure [h]
Tau/
Tau,u
(ref)[-]
tests to failure
no failure during test
time to failure extrapolated
tests notused for regressionanalysis
regression
10 years
Tests extrapolated acc. to
FINDLEY.
Failure displacement = mean
failure displacement during
creep tests (2,7 mm).
0,1
1
10
1 ,E -01 1 ,E+0 0 1 ,E+0 1 1 ,E +02 1 ,E +03 1 ,E+0 4 1 ,E+0 5
Versuchsdauer [h]
Dbelverschiebung[mm]
10-1
100
101
102
103
104
0.1
0.5
1
5
10
Anchordisp
lacement[mm]
Time to failure [hrs]
Failure displacement: ~2.1 mm
105
2.1
measured
displacemen
t
Measured creep displacements (confined support) and
evaluation of the failure displacement
Epoxy resin
= 43C
(110F)d = 12 mm
hef= 80 mm
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