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

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Figure 4-21 Welded/Bolted Double Web Angle Finite Element Model, And Mesh Properties. Moment (kip.ft) 120 80 40 Rigid End-Cap Figure 4-22 Comparison Of The Hysteresis Of The FEM And Experimental Results Of The Welded/Bolted Double Web Angle Connection. Experimental results indicated that this connection failed due to excessive yielding of the angles. Same failure mode was predicted by the finite element models developed in this research. 63 Cyclic Load Connection Zone 0 -3 -5% -40 -4% -3% -2% -1% 0% 1% 2% 3% 4% 5% -43 -80 -120 Drift (%) Numerical Experimental 157 117 77 37 -83 (kN.m) -123 -163
Figure 4-23 Failure Of The Angle Due To Excessive Elongation In Welded/Bolted Double Web Angle Connection 4.5.2.5 Flush End-Plate Connection A 3-D finite element model of the flush end-plate connection is presented in Figure 4-24. A W18x46 hot-rolled cantilever beam is connected to a W14x159 column using a 3 8 in. flush end-pate and eight ¾ in. high strength bolts. The cyclic displacement control load was applied to the tip of the beam. The details of the finite element model were discussed in Chapter-3. Figure 4-25 shows the comparison of the hysteresis behavior of experimental versus FEM analysis. For this particular test, the governing mode of failure was bolt fracture. This was also detected during the FEM analysis in which the ultimate bolt strain was reached at approximately the same drift value. 64
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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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Page 33 and 34: Gebbeken et al.[56] used the finite
Page 35 and 36: load overcomes the pretension force
Page 37 and 38: Figure 2-3 Tension Angle Free-Body
Page 39 and 40: CHAPTER 3 3. EXPERIMENTAL INVESTIGA
Page 41 and 42: 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
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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: geometrical configuration of bolt h
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 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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Moment (kip.ft) 900 450 0 ‐450
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Models Tp1½-Bd½-d30, Tp1-Bd½-d30
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a) Tp½-Bd1¼-d30-CIR 140 Bolt Forc
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a) Tp1½-Bd1¼-d30-CIR 140 Bolt For
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a) Tp1½-Bd½-d30-CIR 25 Bolt Force
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This phenomenon is attributed to th
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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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