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

More documents

Recommendations

Info

REFERENCES [1] AISC (2005). Load and Resistance Factor Design Specification for Structural Steel Building, 13 th Edition, American Institute of Steel Construction, Chicago. [2] Douty, R. T., and McGuire, W. (1963). “Research on Bolted Connections – A Progress Report,” Proceeding of the 1963 AISC National Engineering Conference, Tulsa, OK, April 24-26, 1963, AISC, 48-55 [3] Douty, R. T., and McGuire, W. (1965). “High Strength Bolted Moment Connection,” Journal of the Structural Division, ASCE, 91(2), 101-128. [4] Nair, R. S., Birkemore, P. C., and Munse, W. H. (1974). “High Strength Bolts Subjected to Tension and Prying,” Journal of Structural Division, ASCE, 100(2), 351-372. [5] Kennedy, N. A., Vinnakota, S., Sherbourne, A. (1981). “The Split-Tee Analogy in Bolted Splices and Beam-Column Connections”, Journal in Structural Steelwork, John Willey and Sons, New York, pp. 2.138-2.157. [6] Kennedy, D.J. and Hafez, M.A. (1984). “A Study of End-Plate Connections for Steel Beams,” Canadian Journal of Civil Engineering, 11(2), 139-149 [7] European committee for standardization, Eurocode 3: Part 1.1 Revised Annex J: Joint in building Frame, Env 1993-1-1: 1992/A2: 1998 [8] Murray, T.M., and Shoemaker, W.L. (2002) Steel Design Guide Series 16, Flush and Extended Multiple-Row Moment End-Plate Connections, American Institute of Steel Construction, Chicago, IL. [9] Srouji, R., Kukreti, A., and Murray, T. M. (1983). “Yield-Line Analysis of End-Plate Connections with Bolt Force Predictions”, Report No. FESL/MBMA 83-05, University of Oklahoma, Norman, Oklahom [10] Hendrick, D. M., Kukreti, A. R., and Murray, T. M. (1985). “ Unification of the Flush End-Plate Design Procedure, “Report No. FESL/MBMA 85-01, Fears Structural Engineering Laboratory, University of Oklahoma, Norman, Oklahom 263
[11] Morrison, S. J., Astaneh-Asl, A., and Murray, T. M. (1985). ”Analytical and Experimental Investigation of the Extended Stiffened Moment End-Plate Connection with Four Bolts at the Beam Tension Flanges,” Report No. FSEL/MBMA 86-01, University of Oklahoma, Norman, Oklahoma. [12] Morrison, S. J., Astaneh-Asl, A., and Murray, T. M. (1986). “Analytical and Experimental Investigation of the Multiple Row Extended 1/3 Moment End-Plate Connection with Eight Bolts at the Beam Tension Flange,” Report No. FSEL/MBMA 86-01, University of Oklahoma, Norman, Oklahoma. [13] Borgsmiller, J.T. (1995), “Simplified Method for Design of Moment End-Plate Connections,” M.S. Thesis, Department of Civil Engineering, Virginia Polytechnic Institute and State University, Blacksburg, Virginia. [14] Astaneh, A., Nader, M.N., and Malik, L., (1989), “Cyclic Behavior of Double Web Angle Connections.” Journal of Structural Engineering, ASCE, Vol. 115, No. 5, pp. 1101-1118 [15] Adey, B.T., Grondin, G. Y., and Cheng, J.J.R. (2000). “Cyclic Loading of End Plate Moment Connections,” Canadian Journal of Civil Engineering, National Research Council of Canada, 27(4), 683-701 [16] Meng, R. L., and Murray, T. M. (1996). “Moment End-Plate Connections for Seismic Loading”, Research Report No. CE/VPI-ST-96/04, submitted to National Science Foundation, Arlington, Virginia, May 1996. [17] Meng, R. L., and Murray, T. M. (1997).”Seismic Performance of Bolted End-Plate Moment Connection,” Proceeding of the 1997 National Steel Construction Conference, Chicago, Illinois, AISC, May 7-9, 1997, 30-1-30-14. [18] Boorse, M. R. (1999) “Evaluation of the Inelastic Rotation Capacity of Flush End-Plate Moment Connection,” M.S Thesis, Department of Civil Engineering, Virginia Polytechnic Institute and State University, Blacksburg, Virginia. [19] Bursi, O. S., Jaspart, J. P., (1997). “Benchmark for Finite Element Modeling of Bolted Steel Connections,” Construction Steel Research, 43, 17-42 [20] Bursi, O. S., Jaspart, J. P., (1998). “Basic Issues in the Finite Element Simulation of Extended End- Plate Connections,” Computers and Structures, 69, 361-382 264
Page 1 and 2:
ON THE EFFECTS OF CIRCULAR BOLT PAT
Page 3 and 4:
ACKNOWLEDGMENTS I would like to exp
Page 5 and 6:
elements during monotonic and cycli
Page 7 and 8:
3.2.3.1.2 Surface Preparation .....
Page 9 and 10:
APPENDIX ..........................
Page 11 and 12:
3-15 Configuration Of Extended End-
Page 13 and 14:
5-10 Comparison Of The Predicted Vs
Page 15 and 16:
6-18 End-Plate Deformation Of (a) T
Page 17 and 18:
6-4 Energy Dissipation Percentage V
Page 19 and 20:
(a) (b) (c) . Figure 1-1 Failure Mo
Page 21 and 22:
noticeable. Among those, Asteneh-as
Page 23 and 24:
phenomenon will decrease the bolt-f
Page 25 and 26:
Douty and McGuire [3] (1965) conduc
Page 27 and 28:
Tsai and Popov [33] performed three
Page 29 and 30:
plate moment connection can be use
Page 31 and 32:
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 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
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
Page 145 and 146:
a) Tp1.0-Bd1¼-d30- 140 Bolt Force
Page 147 and 148:
a) Tp½-Bd½-d30- 25 Bolt Force (ki
Page 149 and 150:
a) Tp¾-Bd¾-d30- 60 Bolt Force (ki
Page 151 and 152:
configurations of the finite elemen
Page 153 and 154:
Circular Bolt Pattern Square Bolt P
Page 155 and 156:
0.15 0.3 0.45 0.6 0.75 (a) (b) Figu
Page 157 and 158:
initial stiffness of the connection
Page 159 and 160:
parameters is recommended to study
Page 161 and 162:
The relation between applied torque
Page 163 and 164:
146 Table B-1 Test Matrix of the Co
Page 165 and 166:
Table B-3Test Matrix of the Connect
Page 167 and 168:
The hysteresis results obtained fro
Page 169 and 170:
Moment (kip.ft) 1500 1000 500 0 -2%
Page 171 and 172:
Moment (kip.ft) 1500 1000 500 0 ‐
Page 173 and 174:
Moment (kip.ft) 1500 1000 500 0 ‐
Page 175 and 176:
Moment (kip.ft) Figure C-22 Compari
Page 177 and 178:
Moment (kip.ft) ‐2% ‐1% 0% 1% 2
Page 179 and 180:
Page 181 and 182:
Page 183 and 184:
Moment (kip.ft) ‐1.5% ‐1.0% ‐
Page 185 and 186:
Moment (kip.ft) ‐1.5% ‐1.0% ‐
Page 187 and 188:
Moment (kip.ft) ‐1.5% ‐1.0% ‐
Page 189 and 190:
Moment (kip.ft) 1000 750 500 250 0
Page 191 and 192:
Page 193 and 194:
Page 195 and 196:
Moment (kip.ft) 2000 1500 1000 500
Page 197 and 198:
Page 199 and 200:
Moment (kip.ft) 1500 1000 500 0 ‐
Page 201 and 202:
The hysteresis results obtained fro
Page 203 and 204:
Moment (kip.ft) 2000 1500 1000 500
Page 205 and 206:
Moment (kip.ft) -2% -1% 0% 1% 2% -5
Page 207 and 208:
Moment (kip.ft) -2% -1% 0% 1% 2% -5
Page 209 and 210:
Moment (kip.ft) -2% -1% 0% 1% 2% -5
Page 211 and 212:
Moment (kip.ft) -2% -1% 0% 1% 2% -5
Page 213 and 214:
Moment (kip.ft) Figure D-34 Compari
Page 215 and 216:
Moment (kip.ft) 900 600 300 0 -2% -
Page 217 and 218:
Moment (kip.ft) ‐1.5% ‐1.0% ‐
Page 219 and 220:
Moment (kip.ft) ‐1.5% ‐1.0% ‐
Page 221 and 222:
Page 223 and 224:
Page 225 and 226:
Moment (kip.ft) ‐1.5% ‐1.0% ‐
Page 227 and 228:
Moment (kip.ft) ‐1.5% ‐1.0% ‐
Page 229 and 230: 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
Page 265 and 266: 248
Page 267 and 268: 250
Page 269 and 270: 252
Page 271 and 272: 254
Page 273 and 274: 256
Page 275 and 276: 258
Page 277 and 278: 260
Page 279: 262
Page 283 and 284: [33] Tsai K. C., Popov E. P. (1990)
Page 285 and 286: [56] Gebbeken, N., Rothert, H., and
Page 287: BIOGRAGHICAL INFORMATION Roozbeh Ki
show all

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

Create successful ePaper yourself

Delete template?

Save as template?