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

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Table 6-1 Types And Details Of The Sampled Specimens And Relative Energy Dissipation Model Name Energy Dis. kip.ft.rad Energy Dis. Variation Tp½-Bd1¼-SQR Tp½-Bd1¼-CIR 18.00 19.68 180.79 191.50 5.9% Tp1-Bd1¼-SQR Tp1-Bd1¼-CIR 19.30 21.88 386.73 446.90 15.6% Tp1½-Bd1¼-SQR Tp1½-Bd1¼-CIR 14.00 17.11 301.72 417.69 38.4 Tp¾-Bd¾SQR Tp¾-Bd¾-CIR 6.60 8.10 9.98 33.41 234.6% Tp1½-Bd¾SQR Tp1½-Bd¾-CIR 4.50 4.60 36.01 72.48 101.3% Tp½-Bd½-SQR Tp½-Bd½-CIR 4.40 5.00 2.00 6.68 234.1% Tp1-Bd½-SQR Tp1-Bd½-CIR 4.10 4.76 7.10 13.02 83.5% Tp1½-Bd½-SQR Tp1½-Bd½-CIR 3.50 4.47 6.06 15.68 159.0% * The analysis was terminated when ultimate strain was reached. θf * 10 -3 6.2 Results And Discussions The results and energy dissipation percentage variation between the connection with circular and square bolt pattern are tabulated in Figure 5-7. To simplify the compression between the energy dissipations, and study the effectiveness of geometric parameters on the energy dissipation characteristics of the connection, these results are rearranged in respect to the nominal beam depth and presented in Table 6-2, Table 6-3, and Table 6-4. Also the critical connections with the most affect on the energy dissipation are highlighted in these tables. These results show that the increase in of the energy dissipation of the connection is a function of both the end-plate thickness and the bolt diameter. Close examination of the results and the deformed shape of the connections reveal that the energy dissipation increase in the connections with large bolt diameter is due to the unique end-plate deformation, while this energy dissipation increase in the connections with smaller bolt diameter is due to larger ductility of the connection which significantly increases the area under the moment-rotation curve. These results will discuss in details in this chapter. 109
Table 6-2 Energy Dissipation Percentage Variation Between The Connection With Circular And Square Bolt Pattern With d=30in Tp (in) d=30 in 110 Bd (in) 1/2 5/8 3/4 1.0 1-1/8 1-1/4 1/2 234.1 176.5 59.5 12.6 12.2 5.9 5/8 58.3 205.2 113.8 15.9 15.6 8.5 3/4 88.4 125.4 234.6 28.5 18.2 8.3 1.0 83.5 189.2 143.6 43.6 24.1 15.6 1-1/8 121.4 143.4 222.3 72.4 35.5 18.1 1-1/4 203.6 176.9 252.3 61.9 37.6 27.4 1-1/2 159.0 197.4 101.3 139.1 48.7 38.4 Table 6-3 Energy Dissipation Percentage Variation Between The Connection With Circular And Square Bolt Pattern With d=24in Tp (in) d=24 in Bd (in) 1/2 5/8 3/4 1.0 1-1/8 1-1/4 1/2 1.9 4.4 6.5 1.1 0.4 3/4 103.5 9.9 8.4 29.9 14.7 9.0 1-1/8 64.0 25.4 56.9 80.7 31.0 15.9 1-1/2 61.9 44.2 67.5 70.5 63.2 60.2 Table 6-4 Energy Dissipation Percentage Variation Between The Connection With Circular And Square Bolt Pattern With d=36in Tp (in) d=36 in Bd (in) 1/2 5/8 3/4 1.0 1-1/8 1-1/4 1/2 50.6 28.5 11.2 2.9 3/4 4.7 24.3 224.8 74.0 42.7 30.2 1-1/8 6.7 135.5 154.0 227.1 151.2 47.8 1-1/2 102.2 114.1 122.9 161.2 83.7
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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
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
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: CHAPTER 6 6. DISCUSSION OF THE RESU
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 and 142: This phenomenon is attributed to th
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
Page 155 and 156: 0.15 0.3 0.45 0.6 0.75 (a) (b) Figu
Page 157 and 158: initial stiffness of the connection
Page 159 and 160: parameters is recommended to study
Page 161 and 162: The relation between applied torque
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) ‐2% ‐1% 0% 1% 2
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Moment (kip.ft) Figure C-34 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) 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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