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

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[45] Agerskov, H., (1977). “Analysis of Bolted Connections Subjected to Prying,” Journal of the Structural Division, ASCE, 103(11), 2145-2163. [46] Fisher, J. W., and Struik, J. H. A. (1974). “Guide to Design Criteria for Bolted and Riveted Joints,” John Wiley and Sons, New York. [47] Fleischman, R. B., Chasten C. P., Lu, L. W., and Driscoll, G. C. (1991). “Top-and-Seat-Angle Connections and End-Plate Connections: Snug vs. Fully Pretensioned Bolts,” AISC, Engineering Journal, 1 st Qtr., 28, 18-28. [48] Bahaari, M. R., Sherbourne A. N., (1999). “Behavior of Eight-Bolt Large Capacity Endplate Connection,” Computer and Structure, 77, 315-325. [49] Murray, T. M., Kline, D. P., and Rojiani, K. B. (1992). “Use of Snug-Tightened Bolts in End-Plate Connections,” Connections is Steel Structure II: Behavior, Strength and Design: Proceeding of the second international Workshop, Pittsburgh, PA, April 10-12, 1991, Bjorhovde, Colson, Haaijer and Stark, ed., Pergamon, 1991, 27-34. [50] Krishnamurthy, N., and Graddy, D.E. (1976). “Correlation between 2- and 3- Dimensional Finite Element Analysis of Steel Bolted End-Plate Connections,” Computer and Structures, Pergamon, 6(4- 5/6), 381-389. [51] Krishnamurthy, N., Huang H. T., Jefferey P. K., and Avery L. K., 1979. “Analytical M-θ Curve for End- Plate Connections,” Journal of Structural Division, 105(ST1), 133-145. [52] Krishnamurthy, N., (1980). “Modeling and Prediction of Steel Bolted Connection Behavior,” Computer and Structure, 11, 75-82 [53] American Institute of Steel Construction. Manual of Steel Construction Load and Resistance factor Design, 3 rd ed. Chicago, IL, 2001. [54] Kukreti, A. R., Murray, T. M., and Ahuja, V. (1982). “Analysis of Stiffened End-Plate Connections with Multiple Bolt Rows at the Beam Flanges,” presented at Sino-American Symposium on Bridge and Structural Engineering, Beijing, China, September, 13-19, (1982) [55] Kukreti, A. R., Ghassemieh, M., and Murry, T. M. (1990). “Behavior ad Design of Large-Capacity Moment End Plates,” Journal of Structural Engineering, ASCE, 116(3), 809-828. 267
[56] Gebbeken, N., Rothert, H., and Binder, B. (1994). “On The Numerical Analysis of Stiffened Endplate Connection,” Journal of Constructional Steel Research, Elsevier Applied Science, 30(1), 177-196. [57] Bahhari, M. R., and Sherbourne, A. N. (1994). “Computer Modeling of an Extended End-Plate Bolted Connection,” Computer and Structures, 52, 879-893. [58] Bahhari, M R., Sherbourne, A N. (1996). “Structural Behavior of End-Plate Bolted Connections to Stiffened Columns,” Journal of Structural Engineering, ASCE, 122(8), 926-935. [59] Bahaari, M. R., Sherbourne, A. N. (1996). “3D Simulation of Bolted Connection to Un-stiffened Column-II. Extended Endplate Connections,” Journal of Constructional Steel Research, Elsevier Applied Science, 40(3), 189-223. [60] Maggi, Y. I., Goncalves, R. M., Leon, R. T., and Ribeiro, L. F. L. (2005). “Parametric analysis of steel bolted end plate connections using finite element modeling,” Journal of Constructional Steel Research, 61(5), 689–708 [61] Fleischman, R. B., Chasten, C. P., Lu, Lu, L. W. and Driscoll, G. C. (1991). “Top-and-Seat Angles Connection and End-Plate Connection: Snug vs. Fully Pre-Tensioned Bolts,” AISC Engineering Journal, 1 st Qrt., 28, 18-28. [62] Kulak, G. L., Fisher, J. W., Struik, J. H. A, “Guise to design Criteria for Bolted and Rivered Joints”, 2 nd Ed, (New York: John Wiley & Sons, 1987). [63] Piluso, V., and Rizzano, G. (2007). “Experimental Analysis and Modelling of Bolted T-stubs Under Cyclic Loads,” Journal of Constructional Steel Research, 64, 655-69. [64] Abolmaali, A., Kukreti, A., Motahari, A., Ghsemieh, M, “Energy Dissipation Characteristics of Semi- Rigid Connections,” Journal of Constructional Steel Research, Volume 65, Issue 5, May 2009, Pages 1187-1197 [65] A. Abolmaali, A.R. Kukreti and H. Razavi, “Hysteresis behavior of semi-rigid double web angle steel connections”, Journal of Constructional Steel Research 59 (2003), pp. 1057–1082 [66] Vishay Measurement Group INC, (1992) “Student Manual for Strain Gage Technology”, [67] Zienkiewics, O., Taylor, R. L., “The Finite Element Mothods,” 4 th ed., Maidenhead: McGraw-Hill, 1989. 268
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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 ‐
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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 and 282: [11] Morrison, S. J., Astaneh-Asl,
Page 283: [33] Tsai K. C., Popov E. P. (1990)
Page 287: BIOGRAGHICAL INFORMATION Roozbeh Ki
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