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

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epetitive results as well as accelerating the progress of the research. The range and the definition of each parameter are presented in Table 5-1. Parametric study was conducted for all possible combinations of tp and bd on the models with 30 in. nominal beam depth. The size of the test matrix was reduced to 40% for models with different nominal beam depth to accelerate the speed of the research. The details of the test matrix are provided in Appendix-B. The designated name for the models is a combination of the end-plate thickness, bolt diameter, nominal beam depth, and bolt pattern configuration. For example, the model designation of Tp1½-bd¾-d24-Cir indicates a model with 1 1 2 in. (381 mm) end-plate, ¾ in. (190 mm) bolt diameter, with nominal beam depth of 24 in. (612 mm), and with circular bolt pattern configuration. Table 5-1 Range Of Element Thickness And Designated Symbols. Element Symbol Range in (mm) Beam Depth d 24(61.2), 30(75.5), 36(90.4) Plate Thickness Tp ½(13), 5/8(16), ¾ (19),1.0(25), 1-1/8(28), 1-¼(32), 1-½(38) Bolt Diameter bd ½(13), 5/8(16), ¾ (19),1.0(25), 1-1/8(28), 1-¼(32) Bolt Pattern Cir, Sqr A W14x193 hot-rolled column with length of 130 in. (330 cm) was used for each of the models. To isolate the connection behavior for the column rotation and column-flange deformation the thickness of the column flange was increased to 2.1 in. (53 mm). Sixteen high strength bolts, as shown in Figure 5-1, were used to connect a 70 in. beam (180 cm), and an extended end-plate to the column. Traditionally, the bolt-holes in the end-plate are placed in several rows parallel to the beam flange cross section and with equal gauge spacing. In the proposed circular bolt pattern configuration, the bolts are placed in a circular pattern with the center at the intersection of the beam-flange and beam-web as shown in Figure 5-1(a). This corresponds to moving the bolts in Rows-2 and 3 horizontally to the edge of the end-plate. The edge distance from the edge of the plate to the center of the bolt was kept to be larger than the minimum required spacing by the AISC [1]. Thus, bolts on Rows-1 and 4 (far bolts) were relocated relative to bolts on Rows-2 and 3 (near bolts) to complete the formation of the circular pattern. 67
The schematic comparison of the proposed and conventional rectangular bolt patterns is also presented in Figure 5-1. Using this method, the bolts in Row-4 (Bolts-4) are placed at a distance closer to the beam web, which increased the load bearing capacity of the bolts in Row-1 and Row-4. Also it can be seen from Figure 5-1 that in the proposed bolt pattern configuration, the bolt in Row-4 are located closer to the beam web, which attracts more load to this bolt. Figure 5-1 Detail Of The End-Plate, (a) Proposed Circular Bolt Pattern, (b) Rectangular Bolt Pattern To find a location of the bolts in the connections with circular bolt pattern a group of equations is developed. These equations are developed such that the position of the bolt-holes for any connection with different geometric values can be located. The results of these equations are pronounced in Cartesian system with the origin located at the intersection of the beam-flange and beam-web. The radius of the bolt configuration is selected as one half of the flange width (½bf). The location of each bolt can be calculated using the following equations; Where; r , and Bolt-1 Bolt-2 Bolt-3 Bolt-4 b width of the beam flange Location of each bolt xrsin y r cos the corresponding angular coordinate , Ø, for each bolt is tabulated in Table 5-2; 68 Bolt-1 Bolt-2 Bolt-3 Bolt-4 (a) (b)
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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
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
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: CHAPTER 5 5. DEVELOPMENT OF HYSTERE
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
Page 131 and 132: Moment (kip.ft) 900 450 0 ‐450
Page 133 and 134: 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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