Behavior of square CFT beam-columns with high strength concrete under seismic loading conditions

338 Pages·2015·15.61 MB·English

by  Anthony P. Ream

Lehigh University
Lehigh Preserve
Theses and Dissertations
2000
Behavior of square CFT beam-columns with high
strength concrete under seismic loading conditions
Anthony P. Ream
Lehigh University
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Recommended Citation
Ream, Anthony P., "Behavior of square CFT beam-columns with high strength concrete under seismic loading conditions" (2000).
Theses and Dissertations.Paper 657.
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Ream, Anthony P.
Behavior of .
SquareCFT
Beam-Col umns
with High Strength
Concrete Under
Seismic Loading ...
June 2000
Behavior ofSquare CFT Beam-Colum'ns with High Strength
Concrete Under Seismic Loading Conditions
By
Anthony P. Ream
AThesis
Presented to the Graduate and Research Committee
ofLehighUniversity
in Candidacy for Degree of
Master ofScience
III
Civil Engineering
Lehigh University
May 4, 2000

ACKNOWLEDGEMENTS
The research reported herein was supported by the National Science Foundation
(GrantNo. CMS19632911) under the U.S.-Japan Cooperative Earthquake Research
Program: Phase V- Composite and Hybrid Structure (Dr. Shih-Chi Liu- cognizantNSF
program official). The steel tubes were donated by Bull Moose Tube and Lukens Steel.
Prairie Materials donatedthe high strengthconcrete. Tom Borsellino Contractors
donatedtheirtime and use oftheir facilities to castthe specimens. The reported research
was conducted at ATLSS Center inBethlehem, Pennsylvania, which is affiliated with the
LehighUniversity Department ofCivil and Environmental Engineering, Dr. Arup
Sengupta, chairman.
The author wouldlike to extend his thanks to Dr. James M. Ricles and Dr.
Richard Sause, thesis, advisors, for help and guidance inthe completion ofthis work.
Specialthanks is are also extendedto Dr. Le-Wu Lu, co-principal investigator for the
research study, for his advice and encouragement. The assistance ofAmitVarma, a
doctoral candidate inthe Department ofCivil andEnvironmental Engineering, in
planning and conductingthe experiments is also greatly appreciated.
The author would liketo thank Frank Stokes, EdTomlinson, John Hoffner, and
the restofthe technical staffatATLSS fortheir invaluable help.
Finally, thanks is extendto Anthony 1. and PatriciaA. Ream for their multiple
levels ofhelp and supportthroughoutthe research.
III
"-
TABLE OF CONTENTS
Acknowledgements
111
Table ofContents IV
List ofTables VI
List ofFigures Vll
Abstract 1
1. Introduction
1.1 Composite Construction 3
1.2 Objectives 5
1.3 Scope 6
2. Background
2.1 General 10
2.2 Advanced Materials 10
2.3 High StrengthSteel 11
2.4High StrengthConcrete 12
2.5 CFT CompositeDesignProvisions 13
2.5.1 LRFD Provisions 14
2.5.2 ACI Provisions 16
2.5.3 AU Provisions 17
2.5.4 EC-41>rovisions 18
2.6 Background Information 20
3. Experimental Setup
3.1 General 45
3.2 Prototype Frame 45
3.3 TestMatrix 47
3.4 Fabrication and Preparation ofSpecimens 48
3.5 Material Properties 51
3.6 Experimental Test Setup 54
3.7 InstrumentationPlan 59
3.8 TestProcedure 62
4. Experimental Behavior
4.1 General 97
4.2 Cyclic Beam ColumnTests 97
4.2.1 SpecimenCBC-48-46-10 97
4.2.2 SpecimenCBC-48-46-20 101
4.2.3 SpecimenCBC-32-46-10 103
4.2.4 SpecimenCBC-32-46-20 106
iv
4.2.5 SpecimenCBC-48-80-10 109
4.2.6 SpecimenCBC-48-80-20 113
4.2.7 SpecimenCBC-32-80-10 115
4.2.8 SpecimenCBC-32-80-20 118
5. Analysis ofExperimental Results
5.1 General 180
5.2 Strength 180
5.3 Ductility 183
5.3.1 Curvature and Ductility 183
5.3.2 PlasticHinge Length 190
5.4 Stiffness 193
5.5 EnergyDissipation 195
5.6 Axial Shortening 199
6. Summary and Conclusions
6.1 Summary 287
6.2 Conclusions 288
6.3 Recommendations 291
References 293
Vita 297
v
LIST OF TABLES
Table 2.1 - CFT Specimen Database by Fujimoto [Fujimoto et. al., 1996] 30
Table 2.2 - CFT Specimen Database by Sakino andNakahara [Sakino and 31
Nakahara, 2000]
Table 2.3 -Stiffness Results for Axial Stub ColumnTests by Hull [1998] 32
Table 2.4 -StrengthResults ofAxial Stub ColumnTests by Hull [1998] 33
Table 2.5 - Stiffness Results ofBeam-ColumnTests by Hull [1998] 34
Table 2.6- Strength Results ofBeam-ColumnTests by Hull [1998] 35
Table 3.1 -Test SpecimenMatrix 67
Table 3.2- Test SpecimenMeasuredValues 68
Table 3.3 - Steel CouponData 69
Table 3.4- Concrete Cylinder Data 70
Table 5.1 - Table ofKey SpecimenResults 201
Table 5.2- Comparison ofCyclic Specimen Moment Capacity with 202
Monotonic Specimen Capacity and Code Predicted Capacities
vi
LIST OF FIGURES
Figure 1.1 - Configurations ofComposite Columns [Hull, 1998] 8
Figure 1.2 - First Local Buckling Modes for Hollow Steel and CFT Tube 9
Figure 1.3 - Ratio ofCFT Steel Weightto Structural Steel Weight Versus
Number ofStories [Uchikoskyet. el, 2000]
35
Figure 2.1 - Stress-StrainCurves for Normal and High Strength Steel
[Salmon and Johnson, 1996] 36
Figure 2.2 - Effect ofbitRatio onHigh Strength Steel Box ColumnAxial
Load Capacity [Rides et al., 1996] 37
Figure 2.3 - Stress-StrainCurves for Normal and High Strength Concrete
[Nilson, 1987] 38
Figure 2.4- Stress-StrainResponse for Confined Concrete [Collins and
Mitchell, 1991] 39
Figure 2.5 - Various Code Axial Load-Moment Interaction Curves for bit
=48andF =46 40
y
Figure 2.6- Formulation ofEC-4 Interaction Curve [Goode and
Narayanan, 1997] 41
Figure 2.7- Key Points on EC-4 Interaction Curve [Goode and
Narayanan, 1997] 42
Figure 2.8 - Model for Restoring-Force Characteristics [Kawaguchi etal.,
1998] 43
Figure 2.9 - Schematic ofStub ColumnTests Conductedby Hull [1998] 44
Figure 2.10 - Schematic ofBeam-ColumnTests Conducted by Hull
[1998]
Figure 3.1 - FloorPlan ofPrototype Frame 71
Figure 3.2 - ElevationofPrototype Frame 72
Figure 3.3 - Fabrication Sequence ofSteel Tubes 73
Figure 3.4 -- Location ofThrough-Holes in Specimens 74
Figure 3.5 - High Strength Concrete BeingPoured Into Steel Tubes 75
Figure 3.6 - Storage ofSpecimens inFritzLaboratory 76
Figure 3.7 - Ends ofSpecimens AfterBeing CutIn Half 77
Figure 3.8 - CouponLocations ofSteel Tube Cross Section [Hull, 1998] 78
Figure 3.9- Typical Stress-StrainCurves from Coupon Tests [Hull, 1998] 79
Figure 3.10- Yield Stress Around Cross SectionofSteel Tubes [Hull, 80
1998]
Figure 3.11 - Location ofConcrete Cylinder Cores in Specimens [Hull, 81
1998]
Figure 3.12- Location ofClip Gages on Cored Cylinders [Hull, 1998] 82
Figure 3.13 - Concrete Cylinder StrengthwithTime [Hull, 1998] 83
vii
Figure 3.14- Typical Stress-Strain Curves for Cored Cylinders [Hull, 84
1998]
Figure 3.15 - Forces Acting OnTest Specimen 85
Figure 3.16- Cyclic Beam-ColumnTest Setup 86
Figure 3.17 - Test Setup with Lateral and Axial Forces Shown 87
Figure 3.18 - Specimen Tie Down Beams Before SpecimenIs 88
Hydrostoned into Place
Figure 3.19- SpecimenBeing Hydrostoned into Loading Attachment 89
Figure 3.20- Schematic ofActuator Supply and Control System 90
Figure 3.21 - LayoutofRotation Meters on Specimen (Dimensions in 91
Inches)
Figure 3.22- Location ofLVDTs on Specimen (Dimensions inInches) 92
Figure 3.23 - Locations ofStrain Gages on Specimens at Indicated Cross 93
Sections (Dimensions in Inches)
Figure 3.24- Experimental DeterminationofYield Displacement.6. 94
y
Figure 3.25 - IntendedLateral DisplacementHistory Imposedto 95
Specimens
Figure 3.26- ActualLateral DisplacementImposedto Specimens 96
Figure 4.1 - CBC-48-46-10 After Application ofAxial Load 122
Figure 4.2 - CBC-48-46-10Lateral Load versus CorrectedTop Deflection 123
Figure 4.3 - North Face ofCBC-48-46-10 at 1.5.6. where Local Flange 124
y
Buckiing Occurred
Figure 4.4- PlotofCBC-48-46-10North Face Strain Gages at-3 Inches 125
above TestBase with Events Indicated
Figure 4.5 - Close Up Plot ofCBC-48-46-10North Face Strain Gages at 3 126
Inches above TestBase with Events Indicated
Figure 4.6 -West Face ofCBC-48-46-10 at 7.6. with Top Deflection of 127
y
3.4 Inches
Figure 4.7- Southeast Corner ofCBC-48-46-10 at 7.6.y, Where Cracking 128
has Initiated
Figure 4.8 - Southwest Corner ofCBC-48-46-10 at 8.6.y, Cracking has 129
Occurred in Additionto Web and Corner Buckling
Figure 4.9 - Northeast CornerofCBC-48-46-10 at End ofTest, Fracture 130
has Occurred Exposing Concrete
Figure 4.10 - Dissection ofSpecimen CBC-48-46-10 131
Figure 4.11 - CBC-48-46-20 After Application ofAxial Load 132
Figure 4.12 - CBC-48-46-20 Lateral Load versus CorrectedTop 133
Deflection
Figure 4.13 - North Face ofCBC-48-46-10 at 1.5.6. where Local Flange 134
y
Buckling Occurred
Figure 4.14 -West Face ofCBC-48-46-20 at 3.6. with Top Deflection of 135
y
2.0 Inches
viii