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Frontiers of Structural and Civil Engineering

ISSN 2095-2430

ISSN 2095-2449(Online)

CN 10-1023/X

邮发代号 80-968

2019 Impact Factor: 1.68

Frontiers of Structural and Civil Engineering  2019, Vol. 13 Issue (5): 1020-1035   https://doi.org/10.1007/s11709-019-0534-6
  本期目录
Parametric study of hexagonal castellated beams in post-tensioned self-centering steel connections
Hassan ABEDI SARVESTANI()
Faculty of Water and Environmental Engineering, Shahid Beheshti University, Tehran 16589-53571, Iran
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Abstract

The effects of important parameters (beam reinforcing plates, initial post-tensioning, and material properties of steel angles) on the behavior of hexagonal castellated beams in post-tensioned self-centering (PTSC) connections undergone cyclic loading up to 4% lateral drift have been investigated by finite element (FE) analysis using ABAQUS. The PTSC connection is comprised of bolted top and bottom angles as energy dissipaters and steel strands to provide self-centering capacity. The FE analysis has also been validated against the experimental test. The new formulations derived from analytical method has been proposed to predict bending moment of PTSC connections. The web-post buckling in hexagonal castellated beams has been identified as the dominant failure mode when excessive initial post-tensioning force is applied to reach greater bending moment resistance, so it is required to limit the highest initial post-tensioning force to prevent this failure. Furthermore, properties of steel material has been simulated using bilinear elastoplastic modeling with 1.5% strain-hardening which has perfectly matched with the real material of steel angles. It is recommended to avoid using steel angles with high yielding strength since they lead to the yielding of bolt shank. The necessity of reinforcing plates to prevent beam flange from local buckling has been reaffirmed.

Key wordsfinite element analysis    hexagonal castellated beam    parametric study    post-tensioned self-centering steel connection    steel moment-resisting frame
收稿日期: 2018-05-12      出版日期: 2019-09-11
Corresponding Author(s): Hassan ABEDI SARVESTANI   
 引用本文:   
. [J]. Frontiers of Structural and Civil Engineering, 2019, 13(5): 1020-1035.
Hassan ABEDI SARVESTANI. Parametric study of hexagonal castellated beams in post-tensioned self-centering steel connections. Front. Struct. Civ. Eng., 2019, 13(5): 1020-1035.
 链接本文:  
https://academic.hep.com.cn/fsce/CN/10.1007/s11709-019-0534-6
https://academic.hep.com.cn/fsce/CN/Y2019/V13/I5/1020
Fig.1  
Fig.2  
Fig.3  
Fig.4  
Fig.5  
Fig.6  
Fig.7  
specimen beam type Ns T0 (kN) T0 /Ns (kN) T0 /Tu Lrp (mm)
HCB-01 castellated W24 × 117 30 3859.26 128.64 0.48 2760.23
HCB-02 castellated W24 × 131 34 4331.17 127.39 0.48 2784.81
HCB-03 castellated W24 × 146 36 4696.84 130.47 0.49 2803.43
HCB-04 castellated W24 × 162 40 5220.65 130.52 0.49 2817.74
HCB-05 castellated W24 × 176 44 5674.93 128.98 0.48 2844.35
Tab.1  
Fig.8  
steel components aspect ratio skewness index orthogonality ratio
worst average worst average worst average
W14 × 398 4.204 3.567 0.518 0.234 0.654 0.862
angle 4.482 3.432 0.472 0.258 0.682 0.852
hexagonal castellated beams* 4.379 3.834 0.467 0.265 0.713 0.915
reinforcing plates* 3.463 2.277 0.507 0.248 0.709 0.941
column bolts* 3.124 1.706 0.463 0.246 0.661 0.859
beam bolts* 2.351 2.013 0.456 0.237 0.646 0.875
shim plates* 3.954 2.724 0.439 0.215 0.692 0.938
doubler plates* 1.465 1.465 0.000 0.000 1.000 1.000
continuity plates* 1.274 1.274 0.000 0.000 1.000 1.000
Tab.2  
Fig.9  
specimen Md (kN.m) Tmax (kN) Mmax (kN.m) qr,max (Rads)
HCB-01 1819.43 5905.19 3462.79 0.0313
HCB-02 2072.87 6693.28 3832.54 0.0309
HCB-03 2294.35 7182.43 4154.96 0.0321
HCB-04 2567.29 7980.26 4591.07 0.0311
HCB-05 2823.92 8778.41 4847.63 0.0317
Tab.3  
specimen Md,th /Md,FE Tmax,th /Tmax,FE Mmax,th /Mmax,FE ρ FE
HCB-01 0.984 1.028 1.029 0.597
HCB-02 0.971 1.040 1.025 0.612
HCB-03 0.983 1.009 1.037 0.626
HCB-04 0.980 1.014 1.038 0.596
HCB-05 0.977 1.026 1.011 0.622
Tab.4  
Fig.10  
Fig.11  
specimens T0 (kN) T0 /Tu Md (kN·m) Tmax (kN) Mmax (kN·m) Ki (kN/m) SEd (kN·m) qr,max (Rads) limit state
HCB-01 3859.26 0.48 1819.43 5905.19 3462.79 37525.42 730.13 0.0313 —-
HCB-01 (-RP) 3859.26 0.48 1613.27 5537.17 3125.81 31938.71 818.40 0.0334 beam local buckling
HCB-03 4696.84 0.49 2294.35 7182.43 4154.96 46263.35 946.14 0.0321 —-
HCB-03 (PT1) 4318.77 0.45 2196.18 6676.29 4025.07 44765.97 909.53 0.0328 —-
HCB-03 (PT2) 5256.27 0.55 2621.49 7673.42 4327.23 49166.51 1015.34 0.0312 —-
HCB-03 (PT3) 5767.62 0.60 2745.02 7989.07 4507.36 53612.17 562.89 0.0273 web-post buckling
HCB-05 5674.93 0.48 2823.92 8778.41 4847.63 52692.38 1043.15 0.0317 —-
HCB-05 (M1) 5674.93 0.48 2823.75 8805.12 4584.52 51901.62 923.18 0.0319 —-
HCB-05 (M2) 5674.93 0.48 2823.81 8736.64 4815.94 52428.85 1027.59 0.0316 —-
HCB-05 (M3) 5674.93 0.48 2952.94 8994.15 4953.47 53554.01 1112.87 0.0309 column bolt yielding
Tab.5  
Fig.12  
Fig.13  
Fig.14  
Fig.15  
Fig.16  
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