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

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In general, the end-plate contour lines at locations of the near and far bolts are more condensed for the connections with circular bolt pattern and, thus, end-plate deforms more uniformly at the locations of the near and far bolts. Finally, Figure 6-7(a) through Figure 6-8(a) present cases in which the effects of circular bolt pattern are minimal, in which relatively small bolt diameter is used (Bd=½ in (13 mm)). For particular cases in which the ratios of plate thickness to bolt diameter are unity ( T 1.0) as shown in Figure 6-7(a) and B Figure 6-9(a), albeit the advantages of the circular pattern over square pattern are observed, but they are minimal. For the special cases, with small bolt diameter and large plate thickness (Figure 6-8(a) and (b)), the circular bolt pattern has no effect. Bolt-1 --------- Bolt-2 ---- Bolt-3 ---- Bolt-4 --------- (a) (b) Figure 6-11 End-Plate Out Of Plain Deformation Contour Of (a) Tp1-Bd1¼-d30-CIR And (b) Tp1-Bd1¼d30-SQR 125 ------- Bolt- 1 ------- Bolt- 2 ------- Bolt- 3 ------- Bolt- 4
6.5 Bolt-Force Variation Under Cyclic Loading The bolt force history of Model Tp½-Bd1¼-d30 is presented in Figure 6-12 (a and b). These results show that in the models with relatively thin end-plate and large bolt diameter the effect of circular bolt pattern is minimal. Also, it should be noted that the bolts in this model are not yielded, while the model undergo major pinching (see Figure 6-1(a)). This behavior is due to the excessive bending of the relatively thin end-plate. A close examination of the bolt forces of Model Tp1-Bd1¼-d30-SQR presented in Figure 6-13(b) show that two of the near bolts (Bolts-2 and Bolts-3) are yielded at the end of the 1.5% story drift and far bolts (Bolts-4) are fully yielded at the end of the 2% story drift. While in the same model with circular bolt pattern (see Figure 6-13(a)), it takes 3% drift to fully yield the near bolts and lose the pre-tensioning force while the far bolts (Bolts-4) are still maintaining a portion of their pre-tensioning force. It should be noted that in the Model Tp1-Bd1¼, far bolts (Bolt-1) takes no force in the connection with square bolt pattern, while the same bolts engage in taking additional load at the early stage of loading, and they lose their pre- tensioning force during 2% story drift (compare Figure 6-13(a), and Figure 6-13(b)). Similar behavior was observed when the bolt forces of the Model Tp1½-Bd1¼-d30 were examined. Bolts-2, Bolts-3, and Bolts-4 are completely yielded with square bolt pattern, while Bolts-1, Bolts-2 and Bolts-3 are maintaining a sufficient amount of the pre-tensioning force in circular bolt pattern (compare Figure 6-14(a), and Figure 6-14(b)). The same behavior was also observed when the bolt force history of the Model Tp¾-Bd¾-d30 with circular and square bolt patterns were compared; see Figure 6-17(a and b). The circular bolt pattern delays the yielding of the bolts and increases the bolt force in far bolt (Bolts-1). The bolt-force history of the Models Tp½-Bd½-d30 and Tp1½-Bd½-d30 are presented in Figure 6-14(a and b) and Figure 6-15(a and b). These models with small bolt diameter are prone to yielding of the bolts during early stage of loading. Thus, the entire bolts are fully yielded after the connection is subjected to the first cyclic load. 126
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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
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6-18 End-Plate Deformation Of (a) T
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6-4 Energy Dissipation Percentage V
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(a) (b) (c) . Figure 1-1 Failure Mo
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noticeable. Among those, Asteneh-as
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phenomenon will decrease the bolt-f
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Douty and McGuire [3] (1965) conduc
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Tsai and Popov [33] performed three
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plate moment connection can be use
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during moderate earthquake excitati
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Gebbeken et al.[56] used the finite
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load overcomes the pretension force
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Figure 2-3 Tension Angle Free-Body
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CHAPTER 3 3. EXPERIMENTAL INVESTIGA
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compared with results collected fro
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Figure 3-5 Deformed Shape Of The T-
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head. Two varnished copper wires we
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Figure 3-8 Schematic Drawing Of The
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3.2.4 Test Setup The 400K compressi
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The instrumented bolts were connect
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Figure 3-14 Applied Force Vs. Flang
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describing the configuration of the
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column flange by one row of ¾ in.
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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
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
Page 117 and 118: M e . .t . .A . .S . (5-17) The p
Page 119 and 120: Figure 5-16 Comparison Of The Predi
Page 121 and 122: (ksi) Figure 5-19 Comparison Of The
Page 123 and 124: (ksi) Figure 5-22 Comparison Of The
Page 125 and 126: CHAPTER 6 6. DISCUSSION OF THE RESU
Page 127 and 128: Table 6-2 Energy Dissipation Percen
Page 129 and 130: espectively. While in similar model
Page 131 and 132: Moment (kip.ft) 900 450 0 ‐450
Page 133 and 134: Models Tp1½-Bd½-d30, Tp1-Bd½-d30
Page 135 and 136: a) Tp½-Bd1¼-d30-CIR 140 Bolt Forc
Page 137 and 138: a) Tp1½-Bd1¼-d30-CIR 140 Bolt For
Page 139 and 140: a) Tp1½-Bd½-d30-CIR 25 Bolt Force
Page 141: This phenomenon is attributed to th
Page 145 and 146: a) Tp1.0-Bd1¼-d30- 140 Bolt Force
Page 147 and 148: a) Tp½-Bd½-d30- 25 Bolt Force (ki
Page 149 and 150: a) Tp¾-Bd¾-d30- 60 Bolt Force (ki
Page 151 and 152: configurations of the finite elemen
Page 153 and 154: Circular Bolt Pattern Square Bolt P
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Page 159 and 160: parameters is recommended to study
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Page 163 and 164: 146 Table B-1 Test Matrix of the Co
Page 165 and 166: Table B-3Test Matrix of the Connect
Page 167 and 168: The hysteresis results obtained fro
Page 169 and 170: Moment (kip.ft) 1500 1000 500 0 -2%
Page 171 and 172: Moment (kip.ft) 1500 1000 500 0 ‐
Page 173 and 174: Moment (kip.ft) 1500 1000 500 0 ‐
Page 175 and 176: Moment (kip.ft) Figure C-22 Compari
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Moment (kip.ft) Figure C-75 Compari
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Moment (kip.ft) 2000 1500 1000 500
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Moment (kip.ft) Figure C-86 Compari
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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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