ON THE EFFECTS OF CIRCULAR BOLT PATTERNS ON THE ...

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LIST <strong>OF</strong> ILLUSTRATI<strong>ON</strong>S Figure Page 1-1 Failure Modes For A Bolted End-Plate Connection.(a) Thin, (b) Intermediate, And (c) Thick ..................................................................................................................... 2 1-2 Typical Extended End-Plate Connection With Circular Bolt Pattern Configuration .......................................................................................................................................... 5 2-1 End-Plate Connection Decomposition According To Eurocode-3 [7] ................................................... 17 2-2 Free-Body Diagram Of A T-Stubs Connection. ..................................................................................... 19 2-3 Tension Angle Free-Body Diagram ....................................................................................................... 20 3-1 Bolt Pattern Configurations, (a) Line, (b) Square, And (c) Circular. ...................................................... 23 3-2 Final Product Of The TS-L Specimen ................................................................................................... 24 3-3 Final Product Of The TS-S Specimen .................................................................................................. 25 3-4 Final Product Of The TS-C Specimen .................................................................................................. 25 3-5 Deformed Shape Of The T-Stubs With Line Bolt Pattern (κi Is Curvature In Direction i) ....................................................................................................................... 26 3-6 Deformed Shape Of The T-Stubs With Circulare Bolt Pattern (κi , And κj Are Curvature In Direction i, And j Respectively) ............................................................................. 27 3-7 The Instrumented Bolt ........................................................................................................................... 28 3-8 Schematic Drawing Of The Test Setup Used To Verify The Functionality Of The Strain Gauges ..................................................................................................... 30 3-9 Test Setup Used To Verify The Functionality Of The Strain Gauges. ................................................... 30 3-10 Schematic Of The MLT-BL2 Strain Gauge ......................................................................................... 31 3-11 T-Stubs Test Setup With Line Bolt Pattern .......................................................................................... 32 3-12 T-Stubs Test Setup With Square Bolt Pattern ..................................................................................... 33 3-13 T-Stubs Test Setup With Circular Bolt Pattern .................................................................................... 33 3-14 Applied Force Vs. Flange Separation Response Of The T-Stubs With Various Bolt Pattern Configuration ............................................................................................... 36 x
3-15 Configuration Of Extended End-Plate Test Specimen ........................................................................ 37 3-16 Configuration Of Extended End-Plate Test Specimen ........................................................................ 38 3-17 Configuration Of Bolted/Bolted Double Web Angle Connection Test Specimen .............................................................................................................................................. 39 3-18 Configuration Of Welded/Bolted Double Web Angle Connection Test Specimen .............................................................................................................................................. 40 3-19 Configuration Of Flush End-Plate Test Specimen .............................................................................. 41 3-20 Typical configuration of the beam column connection test setup ....................................................... 43 4-1 A Typical Bolt Mesh ............................................................................................................................... 47 4-2 Stress-Strain Relationship For High Strength Bolts. ............................................................................. 47 4-3 Contacts In Typical Extended End-Plate Connection; (a) Friction Contact, Between The End-Plate And Face Of The Column, And Between The Bolt-Head And End-Plate, (b) Frictionless Contact, Between The Bolt-Shank And Bolt-Hole, And (c) Tie Contact, Between The Bolt-Head And Internal Face Of The Column Flange .................................................... 50 4-4 Finite Element Model Of TS-L Specimen .............................................................................................. 51 4-5 Applied Force Versus Flange Separation Response For TS-L Specimen .............................................................................................................................................. 52 4-6 Bolt Force History In TS-L Specimen .................................................................................................... 52 4-7 Finite Element Model Of TS-S Specimen ............................................................................................. 53 4-8 Applied Force Versus Flange Separation Response For TS-S Specimen .............................................................................................................................................. 53 4-9 Bolt Force History In TS-S Specimen ................................................................................................... 54 4-10 Finite Element Model Of TS-C Specimen ........................................................................................... 55 4-11 Applied Force Versus Flange Separation Response For TS-C Specimen .............................................................................................................................................. 55 4-12 Bolt Force History In TS-C Specimen ................................................................................................. 56 4-13 Extended End-Plate Finite Element Model, And Mesh Properties. .................................................... 57 4-14 Comparison Of The Hysteresis Of The FEM And Experimental Results Of The Extended End-Plate Connections. .............................................................................. 58 4-15 Top-And-Seat Angle Connection Finite Element Model, And Mesh Properties. ............................................................................................................................................ 59 xi
Page 1 and 2: ON THE EFFECTS OF CIRCULAR BOLT PAT
Page 3 and 4: ACKNOWLEDGMENTS I would like to exp
Page 5 and 6: elements during monotonic and cycli
Page 7 and 8: 3.2.3.1.2 Surface Preparation .....
Page 9: APPENDIX ..........................
Page 13 and 14: 5-10 Comparison Of The Predicted Vs
Page 15 and 16: 6-18 End-Plate Deformation Of (a) T
Page 17 and 18: 6-4 Energy Dissipation Percentage V
Page 19 and 20: (a) (b) (c) . Figure 1-1 Failure Mo
Page 21 and 22: noticeable. Among those, Asteneh-as
Page 23 and 24: phenomenon will decrease the bolt-f
Page 25 and 26: Douty and McGuire [3] (1965) conduc
Page 27 and 28: Tsai and Popov [33] performed three
Page 29 and 30: plate moment connection can be use
Page 31 and 32: during moderate earthquake excitati
Page 33 and 34: Gebbeken et al.[56] used the finite
Page 35 and 36: load overcomes the pretension force
Page 37 and 38: Figure 2-3 Tension Angle Free-Body
Page 39 and 40: CHAPTER 3 3. EXPERIMENTAL INVESTIGA
Page 41 and 42: compared with results collected fro
Page 43 and 44: Figure 3-5 Deformed Shape Of The T-
Page 45 and 46: head. Two varnished copper wires we
Page 47 and 48: Figure 3-8 Schematic Drawing Of The
Page 49 and 50: 3.2.4 Test Setup The 400K compressi
Page 51 and 52: The instrumented bolts were connect
Page 53 and 54: Figure 3-14 Applied Force Vs. Flang
Page 55 and 56: describing the configuration of the
Page 57 and 58: column flange by one row of ¾ in.
Page 59 and 60: prevent out-of-plane buckling of th
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Figure 3-20(c) shows the test instr
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Element Washer Bolt Line Number Tab
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modulus and the rate at which the h
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(a) (b) (c) Figure 4-3 Contacts In
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Bolt Force (kip) 0 2 4 (mm) 6 8 Fig
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It can be seen from the results pre
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a very early stage of loading with
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Moment (kip.ft) 300 200 100 0 -100
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Figure 4-17 Failure Of Bolts In The
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geometrical configuration of bolt h
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Figure 4-23 Failure Of The Angle Du
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CHAPTER 5 5. DEVELOPMENT OF HYSTERE
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The schematic comparison of the pro
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Bolt-4 Bolt-5 Bolt-3 End-Plate Bolt
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The analyses were conducted by appl
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Figure 5-5 Schematic Drawing Of The
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F G Figure 5-6 Tri-Linear Hysteresi
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simulate the hysteresis characteris
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Table 5-5 Continued 80
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Table 5-7 Summary Of The Results An
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Section 5-6-3-4 Figure 5-7 Section
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These techniques yield information
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2 A value of R 1 implies that S is
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(kip.ft) Figure 5-9 Comparison Of T
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M e . .t . .A . .S . (5-17) The p
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Figure 5-16 Comparison Of The Predi
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(ksi) Figure 5-19 Comparison Of The
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(ksi) Figure 5-22 Comparison Of The
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CHAPTER 6 6. DISCUSSION OF THE RESU
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Table 6-2 Energy Dissipation Percen
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espectively. While in similar model
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Moment (kip.ft) 900 450 0 ‐450
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Models Tp1½-Bd½-d30, Tp1-Bd½-d30
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a) Tp½-Bd1¼-d30-CIR 140 Bolt Forc
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a) Tp1½-Bd1¼-d30-CIR 140 Bolt For
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a) Tp1½-Bd½-d30-CIR 25 Bolt Force
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This phenomenon is attributed to th
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6.5 Bolt-Force Variation Under Cycl
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a) Tp1.0-Bd1¼-d30- 140 Bolt Force
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a) Tp½-Bd½-d30- 25 Bolt Force (ki
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a) Tp¾-Bd¾-d30- 60 Bolt Force (ki
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configurations of the finite elemen
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Circular Bolt Pattern Square Bolt P
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0.15 0.3 0.45 0.6 0.75 (a) (b) Figu
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initial stiffness of the connection
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parameters is recommended to study
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The relation between applied torque
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146 Table B-1 Test Matrix of the Co
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Table B-3Test Matrix of the Connect
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The hysteresis results obtained fro
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Moment (kip.ft) 1500 1000 500 0 -2%
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Moment (kip.ft) 1500 1000 500 0 ‐
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Moment (kip.ft) 1500 1000 500 0 ‐
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Moment (kip.ft) Figure C-22 Compari
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Moment (kip.ft) ‐2% ‐1% 0% 1% 2
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Moment (kip.ft) ‐1.5% ‐1.0% ‐
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Moment (kip.ft) ‐1.5% ‐1.0% ‐
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Moment (kip.ft) ‐1.5% ‐1.0% ‐
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Moment (kip.ft) 1000 750 500 250 0
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Moment (kip.ft) 2000 1500 1000 500
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Moment (kip.ft) 1500 1000 500 0 ‐
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The hysteresis results obtained fro
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Moment (kip.ft) 2000 1500 1000 500
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Moment (kip.ft) -2% -1% 0% 1% 2% -5
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Moment (kip.ft) -2% -1% 0% 1% 2% -5
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Moment (kip.ft) -2% -1% 0% 1% 2% -5
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Moment (kip.ft) -2% -1% 0% 1% 2% -5
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Moment (kip.ft) Figure D-34 Compari
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Moment (kip.ft) 900 600 300 0 -2% -
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Moment (kip.ft) ‐1.5% ‐1.0% ‐
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Moment (kip.ft) ‐1.5% ‐1.0% ‐
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Moment (kip.ft) ‐1.5% ‐1.0% ‐
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Moment (kip.ft) ‐1.5% ‐1.0% ‐
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Moment (kip.ft) 1500 1000 500 0 ‐
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Moment (kip.ft) 1500 1000 500 0 ‐
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The simulated tri-linear hysteresis
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Moment (kip.ft) 1500 1000 500 0 -2%
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Moment (kip.ft) -2% -1% 0% 1% 2% -5
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Moment (kip.ft) 1500 1000 500 0 -2%
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Moment (kip.ft) -2% -1% 0% 1% 2% -5
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Moment (kip.ft) -2% -1% 0% 1% 2% -5
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Moment (kip.ft) Figure E-34 Compari
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Moment (kip.ft) 900 600 300 0 -2% -
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Moment (kip.ft) -2% -1% 0% 1% 2% -5
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Moment (kip.ft) -2% -1% 0% 1% 2% -5
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Moment (kip.ft) Figure E-58 Compari
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Moment (kip.ft) -2% -1% 0% 1% 2% -2
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Moment (kip.ft) -2% -1% 0% 1% 2% -6
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Moment (kip.ft) 2000 1500 1000 500
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Moment (kip.ft) -2% -1% 0% 1% 2% -5
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The statistical parameters used dur
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250
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[11] Morrison, S. J., Astaneh-Asl,
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[33] Tsai K. C., Popov E. P. (1990)
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[56] Gebbeken, N., Rothert, H., and
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BIOGRAGHICAL INFORMATION Roozbeh Ki
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