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

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the contacts between the bolt and the end-plate and column flange serves as a boundary condition. Excessive elongation of the bolts during the loading reduces the pre-tension force, which consequently reduced the boundary, degree of freedom, to zero. Using the hard contact on the column side of the bolt will assure a constant contact, boundary condition, between the bolts and other element and eliminates the numerical errors. Master surfaces of the contacts pair represent the surface of column flange, T-stubs flange, bolt- head, bolt-shank, washer. The slave surface is defined as the surface interfacing with the master surface. The master surface in general should have finer mesh. The automated “find contact pair” option of ABAQUS 6-10.1 is used to define the contacts and constrains. This function is a build in commend in ABAQUS software which find all the contact pairs based in the manually defined criteria by the operator and assigns the master/slave surface automatically. 49
(a) (b) (c) Figure 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
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ON THE EFFECTS OF CIRCULAR BOLT PAT
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ACKNOWLEDGMENTS I would like to exp
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elements during monotonic and cycli
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3.2.3.1.2 Surface Preparation .....
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APPENDIX ..........................
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3-15 Configuration Of Extended End-
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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
Page 61 and 62: Figure 3-20(c) shows the test instr
Page 63 and 64: Element Washer Bolt Line Number Tab
Page 65: modulus and the rate at which the h
Page 69 and 70: Bolt Force (kip) 0 2 4 (mm) 6 8 Fig
Page 71 and 72: It can be seen from the results pre
Page 73 and 74: a very early stage of loading with
Page 75 and 76: Moment (kip.ft) 300 200 100 0 -100
Page 77 and 78: Figure 4-17 Failure Of Bolts In The
Page 79 and 80: geometrical configuration of bolt h
Page 81 and 82: Figure 4-23 Failure Of The Angle Du
Page 83 and 84: CHAPTER 5 5. DEVELOPMENT OF HYSTERE
Page 85 and 86: The schematic comparison of the pro
Page 87 and 88: Bolt-4 Bolt-5 Bolt-3 End-Plate Bolt
Page 89 and 90: The analyses were conducted by appl
Page 91 and 92: Figure 5-5 Schematic Drawing Of The
Page 93 and 94: F G Figure 5-6 Tri-Linear Hysteresi
Page 95 and 96: simulate the hysteresis characteris
Page 97: Table 5-5 Continued 80
Page 104: Table 5-7 Summary Of The Results An
Page 109 and 110: Section 5-6-3-4 Figure 5-7 Section
Page 111 and 112: These techniques yield information
Page 113 and 114: 2 A value of R 1 implies that S is
Page 115 and 116: (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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[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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