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

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Moment (kip.ft) 500 250 0 ‐250 ‐500 ‐4% ‐3% ‐2% ‐1% 0% 1% 2% 3% 4% b) 600 Tp1-Bd½ Moment (kip.ft) a) Tp½-Bd½ 400 200 0 ‐200 ‐400 ‐600 Drift (%) ‐4% ‐3% ‐2% ‐1% 0% 1% 2% 3% 4% c) Tp1½-Bd½ Moment (kip.ft) 500 250 0 ‐250 ‐500 ---- Tp½Bd1½-CIR ___ Tp½-Bd½-SQR ---- Tp1-Bd1½-CIR ___ Tp1-Bd½-SQR ---- Tp1½-Bd½CIR Tp1½-Bd½- Drift (%) ‐4% ‐3% ‐2% ‐1% 0% 1% 2% 3% 4% Drift (%) Figure 6-3 Comparison Of The Hysteresis Of The Connections With Circular And Square Bolt Pattern, Bd=½ in. 115 700 350 0 (kN.m) ‐350 ‐700 900 600 300 0 (kN. (kN.m ‐300 ‐600 ‐900 700 350 0 (kN.m) ‐350 ‐700
Models Tp1½-Bd½-d30, Tp1-Bd½-d30, and Tp½-Bd½-d30 (Figure 6-3 (a, b and c)) have the smallest bolt diameter between the models studied in this research. It can be seen that these models undergo pinching during an early stage of loading and exhibit small moment carrying capacity. The comparison of the results of the Models Tp¾-Bd¾-d30, Figure 6-2(a), and Tp1½-Bd½-d30, Figure 6-3(a), presented indicates that the Models Tp¾-Bd¾-d30 and Tp½-Bd½-d30 with similar end-plate thickness to bolt diameter ration, T 1, have similar hysteresis characteristics. Also, using the circular bolt pattern slightly B enhances the energy dissipation of the connection more than 235% (see Table 6-2). Also the results presented in Table 5-7 shows that the maximum energy dissipation observed was for Model Tp1½-Bd¾- d30, with the value of 252.3%. Thus, the effectiveness of the circular bolt pattern is observed in connections with relatively thick and-plate and large bolt diameter. 6.4 Bolt Force Variation Under Monotonic Loading To future investigate the effectiveness of the circular bolt pattern, the bolt-force history and the deformed shape of the end-plates under monotonic loading are investigated. The effects of the end-plate thickness on the bolt force distribution in the circular and square bolt pattern are compared in Figure 6-4 through Figure 6-9. These figures show that in the connections with circular bolt pattern far bolts (Bolts-4) engage to carry the load for all end-plate thickness sizes more effectively than square bolt pattern. Indeed, Figure 6-4(a), Figure 6-5(a), and Figure 6-6(a) show that the far bolts (Bolts-4) carry the same amount of load as near bolts (Bolts-2 and Bolts-3) which are located closer to the beam flange. It is interesting to note that as the end-plate thickness increases, near bolts become more effective. For example, in connection Tp1½-Bd1¼-d30-CIR, Figure 6-6(a), Bolts-4 take more load than Bolts-2 and Bolts-3, when the circular bolt pattern is employed. Furthermore, Model Tp1-Bd1¼-d30-SQR,Figure 6-5(b), shows that far bolts (Bolts-1) carry no forces when beam is loaded to less than 1.6% drift. While, in its counterpart connection with circular bolt pattern, Tp1-Bd1¼-d30-CIR, Figure 6-4(a), Bolts-1 engage in resisting load at 0.7% drift. Similar behavior is observed in connection Tp1½-Bd1¼-d30-SQR, Figure 6-6(b), with square bolt pattern in which Bolts-1 start resisting the load at approximately 2.1% drift while Bolts-1 in the same connection with circular 116
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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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Page 85 and 86: The schematic comparison of the pro
Page 87 and 88: Bolt-4 Bolt-5 Bolt-3 End-Plate Bolt
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Page 91 and 92: Figure 5-5 Schematic Drawing Of The
Page 93 and 94: F G Figure 5-6 Tri-Linear Hysteresi
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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
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Page 135 and 136: a) Tp½-Bd1¼-d30-CIR 140 Bolt Forc
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Page 139 and 140: a) Tp1½-Bd½-d30-CIR 25 Bolt Force
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Page 143 and 144: 6.5 Bolt-Force Variation Under Cycl
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 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
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Page 175 and 176: Moment (kip.ft) Figure C-22 Compari
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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) Figure C-70 Compari
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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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