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

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deformed shape contour lines showed that the end-plate contour lines at locations of the near and far bolts are more condensed, closer to each other, for the connections with circular bolt pattern, thus the end-plate deforms more uniformly at the locations of the near and far bolts. This results in a more uniform distribution of the bolt force between the bolts in the connection. Tri-linear hysteresis model was used to simulate the behavior of the connection. To predict the hysteresis characteristics of the connection the hysteresis behavior was divided into two categories: “End-Plate Behavior” and “Bolt Behavior.” The proposed tri-linear hysteresis models are different from what are commonly found in the literature. The proposed models promise a better prediction of the hysteresis characteristics of the connection and reduce the degree of un-conservativeness. The tri-linear model equations are developed based on four parameters (i.e., My, E, Et, and θf). For each of the above parameters (dependant variables), prediction equation were developed using a non-linear regression analysis. These equations are in term of connection dependent geometric variables (i.e., bd, tp, S, and Z). The results obtained from the prediction equations were compared by the true value for each connection using corresponding independent geometric variables. This study was conducted on connections with both circular and square bolt pattern separately. The results of this comparison show that majority of the predicted variables fall into ±5 error envelope when they are compared with the true value of the corresponding connection. Therefore, the developed equations proposed as an alternative method to model the hysteresis characteristic of the extended-end-plate connection. Using the predicted dependent variables and the proposed hysteresis models introduced in this research the predicted hysteresis for each connection was graphed against the hysteresis results obtained from the finite element models. The comparison of the presented results shows satisfactory agreement between the predicted and true behavior of the connection. 7.3 Recommendations The parametric study conducted in this research was limited to seven bolt diameters, six end-plate thicknesses, three beam sizes, and two different bolt pattern configurations, while other important factors that affect the overall behavior of the connection was neglected. Further investigation with more 141
parameters is recommended to study the effect of other parameters on the hysteresis characteristic of the connections. The tri-linear model with kinematic, isotropic, or combined hardening is commonly used in the design software to simulate the hysteresis characteristic of the connections, which is necessary while analyzing the overall behavior of the moment resisting frames. Implementation of the proposed hysteresis models in the frame analysis of frames systems, particularly; SAC frames subjected to ground base motion with different amplitude and frequencies are highly recommended. 142
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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
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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
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 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: initial stiffness of the connection
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 175 and 176: Moment (kip.ft) Figure C-22 Compari
Page 177 and 178: Moment (kip.ft) ‐2% ‐1% 0% 1% 2
Page 183 and 184: Moment (kip.ft) ‐1.5% ‐1.0% ‐
Page 189 and 190: Moment (kip.ft) 1000 750 500 250 0
Page 195 and 196: Moment (kip.ft) 2000 1500 1000 500
Page 201 and 202: The hysteresis results obtained fro
Page 203 and 204: Moment (kip.ft) 2000 1500 1000 500
Page 205 and 206: Moment (kip.ft) -2% -1% 0% 1% 2% -5
Page 207 and 208: 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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