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

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F G E M M f M y Figure 5-7 Tri-Linear Hysteresis Behavior Of The Models With “Bolt Behavior” Table 5-4 Parametric Value Of The Moment And Rotation Of The Points On The Hysteresis Model Of The Connections With “Bolt Behavior” Point Moment (M) Rotation (θ) A 0 0 B My θy C My + Et.(θf-θy) θf D 0 θf – [My + Et.(θf-θy)]/ Et A 0 0 E - My - θy F -[ My + Et.(θf-θy) ] - θf G 0 -[ θf – [My + Et.(θf-θy)]/ Et] A 0 0 5.5 Finite Element Results The designated name, label of geometric parameters, and hysteresis characteristic values for models with circular and square bolt pattern configuration are summarized in Tables 5-5, and 5-6 respectively. A The hysteresis results obtained from finite element analysis for the models with square and circular bolt pattern are presented in Appendix-C and Appendix-D respectively. Tri-linear model were used to 77 E B E t θy D θf θ C
simulate the hysteresis characteristic of each model. The simulated tri-linear model for each connection is also presented in these Appendixes. To simplify the investigation of the bolt pattern configuration affect on the hysteresis behavior and energy dissipation of the connection, the results and their percentage variation are presented in Table 5-7. Close examination of the results shows that the circular bolt pattern will enhance the moment capacity, initial and post-yield stiffness of the connection. In addition, these results show that the models with circular bolt pattern present higher ductility when they are compared with the models with square bolt pattern. The results will be discussed in detail in chapter 6. 78
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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
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 and 66: modulus and the rate at which the h
Page 67 and 68: (a) (b) (c) Figure 4-3 Contacts In
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: F G Figure 5-6 Tri-Linear Hysteresi
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 and 142: This phenomenon is attributed to th
Page 143 and 144: 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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