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

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edition of AISC steel design manual [53]. They utilized a 2-D constant strain triangle element and a 3-D eight-node brick element to determine adequate correlation between the results. The finite element models were analyzed under bolt pre-tension, half service load, and full service load. The results from the 2-D model were used to find the correlation between the 3-D models and to predict the overall behavior of the connection. According to this research, because of the time involved in programming, as well as computational time it was not feasible to conduct a 3-D analysis on the end-plate connections using the technology of the time. To obtain a reasonable results from the finite element analysis, Krishnamurty et al. [50][51][52] made several simplifying assumptions. The 3-D models were developed based on a constant strain triangle and eight-node subparametric brick elements. Bolt heads were omitted, and the bolts were assumed to have a rectangular shank with similar cross section as rounded bolts. No “contact element” algorithm was used to model the contacts or constrains. The bolts were assumed to be in tension and the effective square area of the compression flange was assumed to be compressed against the column flange. Some seven correlation-factors between the 2-D and 3-D models were introduced using the results obtained from the numerical analysis. Kukreti et al. [54] presented the results of their investigation conducted on the behavior of the stiffened moment end-plate with two rows of bolts inside and outside the beam tension flange. Finite element was used to model the tension flange. For simplification, the tension flange and the end-pate at the tension flange was assumed to have similar behavior as a stiffened T-Stub (tee-hanger). They also conducted a parametric analysis to develop an empirical equation to predict the behavior of the end- plate connections. Kukreti et al. [55] utilized the finite element modeling to develop an equation to characterize the behavior of the extended stiffened end-plate connections that can be used for predicting the heavier of the beams used in steel building frames. The regression analysis performed on the data collected leads to an equation which predicts the end-plate strength, end-plate stiffness, and the bolt forces. The design methodology was outlined using the prediction equations. The results obtained from the prediction equation were validated by the experimental results. 15
Gebbeken et al.[56] used the finite element analysis to study the behavior of the four-bolt un- stiffened end-plate connection. He suggested that the quality of the results from the 2-D models and 3-D models depends on the finite element model chosen. The 3-D finite element models were recommended for general modeling while the 2-D models were advised only for special investigation. This Study also emphasized on modeling the non-linear material behavior and the contact between the end-plate and column flange or the adjacent end-plate. Bahari and Sherbourne [57] developed an analytical method to predict the moment-rotation relationship for the steel bolted end-plate connection, using a commercially available finite element code ANSYS. The effect of the end-plate and column flange thickness on the moment-rotation relationship was studied using various design approaches. They recommended the 3-D finite element models to be used for general analytical formulation to predict the behavior of the bolted connections. Bahaari and Sherbourne [58][59] extend their investigation on the performance of the bolted connections to the four bolt stiffened and un-stiffened extended end-plate connected to an un-stiffened column flange using high strength pre-stressed bolts. They emphasized on the significance of end-plate and column flange interaction. Bahaari and Sherbourne (1999)[48] studied the behavior of the three large capacity, extended end- plate connection with snug-tight and fully pretension bolts using finite element 3D model. They concluded that the behavior of these connections can be satisfactorily simulated using plate, bricks and truss elements. The results compared well with experimental data in terms of both strength and stiffness. Maggi et al. [60] performed a parametric study on the behavior of the extended end-plate bolted connection and the interaction between the bolts and the end-plate using finite element tools. They considered material non-linearity, geometrical discontinuity, and large displacements. The comparisons between numerical and experimental data showed a satisfactory agreement; also, the models successfully predicted the failure associated with the connection. 2.5 T-Stubs Design Due to the similarity between the behaviors of the T-Stubs and the tension flange of the end-plate bolted connection, many past researchers used T-Stubs to simplify the behavior of the connection. 16
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: during moderate earthquake excitati
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
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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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Page 193 and 194:
Page 195 and 196:
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% -
Page 217 and 218:
Moment (kip.ft) ‐1.5% ‐1.0% ‐
Page 219 and 220:
Moment (kip.ft) ‐1.5% ‐1.0% ‐
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Page 223 and 224:
Page 225 and 226:
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
Page 263 and 264:
The statistical parameters used dur
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248
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250
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252
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254
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256
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260
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[11] Morrison, S. J., Astaneh-Asl,
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
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