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

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[21] Mays, T. W., (2000). Application of the Finite Element Method to the Siesmic Design and Analysis of Large Moment End-Plate Connection, Ph.D. Dissertation, Department of Civil Engineering, Virginia Polytechnic Institute and State University, Blacksburg, Virginia. [22] Murray, T.M. (1988). “Recent Development for the design of Moment End-Plate Connections,” Steel Beam-to-Column Building Connections, W.F. Chen, ed., Elsevier Applied Science, New York, 133- 162. [23] AISC (1999). Load and Resistance Factor Design Specification for Structural Steel Building, American Institute of Steel Construction, Chicago. [24] Grundy, P., Thomas, I.R. and Bennetts, I.D. (1980). “Beam-to-Column Moment connection,” Journal of the Structural Division, ASCE, 106(1), 313-330 [25] Krishnamurthy, N. (1978). “A Fresh Look at Bolted End-Plate Behavior and Design,” Engineering Journal, AISC, 15(2), 39-49. [26] Aggarwal, A.K. and Coates, R.C. (1987). “Strength Criteria for Bolted Beam-Column Connections,” Journal of Constructional Steel Research, Elsevier Applied Science, 7(3), 213-22 [27] AISC (1989). Manual of Steel Construction, Allowable Stress Design, American Institute of Steel Construction, Chicago. [28] Murray T. M., (1990). AISC Design Guide Series 4, Extended End-Plate Moment Connections, American Institute of Steel Construction, Chicago. [29] Ghassemieh, M., Kukreti, A.R. and Murray, T.M. (1983). “Inelastic Finite Element Analysis of Stiffened End-Plate Moment Connections,” Research Report No. FSEL/MBMA 83-02, Fears Structural Engineering Laboratory, School of Civil Engineering and Environmental Science, University of Oklahoma, Norman, Oklahoma. [30] Murray, T.M., Kurkreti, A.R. (1988). “Design of 8-Bolt Stiffened Moment End-Plates,” Engineering Journal, AISC, Second Quarter, 1988, 74-78. [31] Ghobareh A, Osman A, Korol RM. (1990), “Behavior of Extended End-Plate Connections under Cyclic Loading,” Engineering Structure, 12(1), 15-27. [32] Ghobarah A, Korol RM, Osman A. (1992), “Cyclic Behavior of Extended End-Plate Joints,” Journal of Structural Engineering, 118(5), 1333-53. 265
[33] Tsai K. C., Popov E. P. (1990), “Cyclic Behavior of End-Plate Moment Connections,” Journal of Structural Engineering, 116(11), 2917-30 [34] Chasten, C.P., Lu, L.W. and Driscoll, G.C. (1992). “Prying and Shear in End-Plate Connection Design,” Journal of Structural Engineering, ASCE, 122(11), 1307-1316 [35] Graham, J. (1993). “Observation from the Behavior of Bolted Beam to Unstiffened Column Rigid Connections,” The Structural Engineering, Institution of Structural Engineers, 71(6), 99-105 [36] Yorgun, C., Bayramoglu, G., (2001). “Cyclic Test for Welded-Plate Sections with End-Plate Connections,” Journal of Constructional Steel Research, 57(12), 1309-20. [37] Broderick, B. M., and Thomson, A.W. (2002). “The response of flush end-plate joints under earthquake loading,” Journal of Constructional Steel Research, 58(9), 1161–75. [38] Sumner, E. A., and Murray, T. M. (2001), Experimental investigation of the MRE ½ End-Plate Connection, Research Report No. CE/VPI-ST-00/03, SAC Report No. SAC/BD-00/21, submitted to the SAC Joint Venture, May 2000, 327 Pages. [39] Sumner, E.A., and Murray, T.M. (2001), Experimental Investigation of Four Bolts Wide Extended End-plate Moment Connections, Research Report No. CE/VPI-ST-01/15, submitted to Star Building System, Inc., Oklahoma City, Oklahoma, December 2001, 114 pages. [40] Sumner, E.A., (2003), “Unified Design of Extended End-Plate Moment Connections Subjected to Cyclic Loading,” Ph.D. Dissertation, Virginia Polytechnic Institute and State University, Blacksburg, Virginia. [41] Shi, G., Shi, Y., and Wang, Y. (2007). “Behavior of End-Plate Moment Connections under Earthquake Loading,” Engineering Structure, 29, 703-716. [42] Shi, Y., Shi, G., Wang, Y. (2007). “Experimental and Theoretical Analysis of the Moment-Rotation Behavior of Stiffened Extended End-Plate Connections,” Journal of Constructional Steel Research, 63, 1279-1293. [43] Kato, B., and McGuire, W. (1973). “Analysis of T-stub Flange-to-Column Connection,” Journal of the Structural Division, ASCE, 99(5), 865-888. [44] Agerskov, H., (1976). “High-Strength Bolted Connections Subjected to Prying,” Journal of the Structural Division, ASCE, 102(1), 161-175. 266
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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
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Section 5-6-3-4 Figure 5-7 Section
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These techniques yield information
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2 A value of R 1 implies that S is
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(kip.ft) Figure 5-9 Comparison Of T
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M e . .t . .A . .S . (5-17) The p
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Figure 5-16 Comparison Of The Predi
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(ksi) Figure 5-19 Comparison Of The
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(ksi) Figure 5-22 Comparison Of The
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CHAPTER 6 6. DISCUSSION OF THE RESU
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Table 6-2 Energy Dissipation Percen
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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 ‐
Page 231 and 232: Moment (kip.ft) 1500 1000 500 0 ‐
Page 233 and 234: The simulated tri-linear hysteresis
Page 235 and 236: Moment (kip.ft) 1500 1000 500 0 -2%
Page 237 and 238: Moment (kip.ft) -2% -1% 0% 1% 2% -5
Page 239 and 240: Moment (kip.ft) 1500 1000 500 0 -2%
Page 245 and 246: Moment (kip.ft) Figure E-34 Compari
Page 247 and 248: Moment (kip.ft) 900 600 300 0 -2% -
Page 253 and 254: Moment (kip.ft) Figure E-58 Compari
Page 259 and 260: Moment (kip.ft) 2000 1500 1000 500
Page 263 and 264: The statistical parameters used dur
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Page 281: [11] Morrison, S. J., Astaneh-Asl,
Page 285 and 286: [56] Gebbeken, N., Rothert, H., and
Page 287: BIOGRAGHICAL INFORMATION Roozbeh Ki
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