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

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4-16 Comparison Of The Hysteresis Of The FEM And Experimental Results Of The Top-And-Seat Angle Connection. ................................................................................ 59 4-17 Failure Of Bolts In The Extended End-Plate Connection ................................................................... 60 4-18 Bolted/Bolted Double Web Angle Connection Finite Element Model, And Mesh Properties. ........................................................................................................................... 61 4-19 Comparison Of The Hysteresis Of The FEM And Experimental Results Of The Bolted/Bolted Double Web Angle Connection. ............................................................ 61 4-20 Deformation Of The Bolt-Holes From Round To Oval Due To Excessive Elongation In Bolted/Bolted Double Web Angle Connection . .......................................................................................................................................... 62 4-21 Welded/Bolted Double Web Angle Finite Element Model, And Mesh Properties. ............................................................................................................................................ 63 4-22 Comparison Of The Hysteresis Of The FEM And Experimental Results Of The Welded/Bolted Double Web Angle Connection. .......................................................... 63 4-23 Failure Of The Angle Due To Excessive Elongation In Welded/Bolted Double Web Angle Connection .................................................................................... 64 4-24 Flush End-Plate Connection Finite Element Model, And Mesh Properties. ............................................................................................................................................ 65 4-25 Comparison Of The Hysteresis Of The FEM And Experimental Results Of The Flush End-Plate Connections. ..................................................................................... 65 5-1 Detail Of The End-Plate, (a) Proposed Circular Bolt Pattern, (b) Rectangular Bolt Pattern ...................................................................................................................... 68 5-2 The Detail Of The Parameters .............................................................................................................. 70 5-3 Finite Element Model Of The Extended End-Plate Connection With Circular Bolt Pattern Configuration. ...................................................................................................... 71 5-4 Cyclic Loading History, FEMA 350. ....................................................................................................... 73 5-5 Schematic Drawing Of The End-Plate Rotation .................................................................................... 74 5-6 Tri-Linear Hysteresis Behavior Of The Models With “End-Plate Behavior” .............................................................................................................................................. 76 5-7 Tri-Linear Hysteresis Behavior Of The Models With “Bolt Behavior” .................................................... 77 5-8 Flowchart For Simulation Of The Hysteresis Behavior Of The Extended End-Plate Connections. ........................................................................................................ 92 5-9 Comparison Of The Predicted Vs. Actual Moment Capacity Of The Connection At Yield With ±5% Error Envelope For The Category-1 Connections With Circular Bolt Pattern ................................................................................................ 98 xii
5-10 Comparison Of The Predicted Vs. Actual Initial Stiffness Of The Connection With ±5% Error Envelope For The Category-1 Connections With Circular Bolt Pattern ................................................................................................ 98 5-11 Comparison Of The Predicted Vs. Actual Post-Yield Stiffness Of The Connection With ±5% Error Envelope For The Category-1 Connections With Circular Bolt Pattern ................................................................................................ 99 5-12 Comparison Of The Predicted Vs. Actual Ultimate Rotation Capacity Of The Connection With ±5% Error Envelope For The Category-1 Connections With Circular Bolt Pattern ................................................................................................ 99 5-13 Comparison Of The Predicted Vs. Actual Moment Capacity Of The Connection At Yield With ±5% Error Envelope For The Category-2 Connections With Circular Bolt Pattern .............................................................................................. 100 5-14 Comparison Of The Predicted vs. Actual Initial Stiffness Of The Connection With ±5% Error Envelope For The Category-2 Connections With Circular Bolt Pattern .............................................................................................. 101 5-15 Comparison Of The Predicted Vs. Actual Post-Yield Stiffness Of The Connection With ±5% Error Envelope For The Category-2 Connections With Circular Bolt Pattern .............................................................................................. 101 5-16 Comparison Of The Predicted vs. Actual Ultimate Rotation Capacity Of The Connection With ±5% Error Envelope For The Category-2 Connections With Circular Bolt Pattern .............................................................................................. 102 5-17 Comparison Of The Predicted Vs. Actual Moment Capacity Of The Connection At Yield With ±5% Error Envelope For The Category-1 Connections With Square Bolt Pattern ............................................................................................... 103 5-18 Comparison Of The Predicted Vs. Actual Initial Stiffness Of The Connection With ±5% Error Envelope For The Category-1 Connections With Square Bolt Pattern ............................................................................................... 103 5-19 Comparison Of The Predicted Vs. Actual Post-Yield Stiffness Of The Connection With ±5% Error Envelope For The Category-1 Connections With Square Bolt Pattern ............................................................................................... 104 5-20 Comparison Of The Predicted Vs. Actual Ultimate Rotation Capacity Of The Connection With ±5% Error Envelope For The Category-1 Connections With Square Bolt Pattern ............................................................................................... 104 5-21 Comparison Of The Predicted Vs. Actual Moment Capacity Of The Connection At Yield With ±5% Error Envelope For The Category-2 Connections With Square Bolt Pattern ............................................................................................... 105 5-22 Comparison Of The Predicted Vs. Actual Initial Stiffness Of The Connection With ±5% Error Envelope For The Category-2 Connections With Square Bolt Pattern ............................................................................................... 106 xiii
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 and 10: APPENDIX ..........................
Page 11: 3-15 Configuration Of Extended End-
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
Page 61 and 62: 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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Page 223 and 224:
Page 225 and 226:
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
Page 263 and 264:
The statistical parameters used dur
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248
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250
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252
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254
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256
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260
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[11] Morrison, S. J., Astaneh-Asl,
Page 283 and 284:
[33] Tsai K. C., Popov E. P. (1990)
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[56] Gebbeken, N., Rothert, H., and
Page 287:
BIOGRAGHICAL INFORMATION Roozbeh Ki
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