Cyclic Performance of End-Plate Biaxial Moment Connection with HSS Columns
Abstract
:1. Introduction
2. Finite Element (FE) Modeling
2.1. Boundary Conditions, Element Type and Loading
2.2. Material Property
- ε = normal strain obtained from uniaxial tensile test.
- σ = normal stress obtained from uniaxial tensile test.
- = real normal strain.
- = real normal stress.
3. Results
4. Conclusions
- (1)
- The failure modes were mainly concentrated in the beams which complies with the requirements established in AISC seismic provisions. A combined failure mode is not obtained in either joint. A moment resistance and drift greater than 0.8 Mp and 4%, respectively, is achieved in 2D and 3D joints.
- (2)
- The axial load is not critical for the EP-HSS moment connection. However, it affects the resistance of the columns due to the increased stresses in the wall of tubular columns.
- (3)
- Compared with 2D joints, 3D joints can reach higher deformations even when a similar number of beams is used. Therefore, 3D effect in joints shall be considered and bidirectional effect is critical in the seismic response of joints.
- (4)
- The pattern of dissipated energy and equivalent damping is similar in 2D and 3D joints, however, due to number of beams, the 3D joint dissipates more than 2D joints. A degradation of stiffness in joints is not obtained, because of the confinement provided by the external diaphragms to the column panel. Additionally, vertical and horizontal diaphragms allow one to resist the expected moment of the beam without damage in the column.
Author Contributions
Funding
Conflicts of Interest
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Joint | SC/WB |
---|---|
1E | 4.53 |
2I | 2.26 |
2E | 3.59 |
3E | 1.79 |
4I | 1.32 |
No. | No. of Cycles | Drift Angle (θ) [rad] |
---|---|---|
1 | 6 | 0.00375 |
2 | 6 | 0.005 |
3 | 6 | 0.0075 |
4 | 4 | 0.01 |
5 | 2 | 0.015 |
6 | 2 | 0.02 |
7 | 2 | 0.03 |
8 | 2 | 0.04 |
9 | 2 | 0.05 |
Element | Yield Stress [MPa] | Yield Strain | Ultimate Stress [MPa] | Ultimate Strain |
---|---|---|---|---|
Beam, Stiffeners, End-plates | 380 | 0.0018 | 575 | 0.20 |
Column | 496 | 0.0025 | 597 | 0.01 |
Bolt | 634 | 0.0036 | 848 | 0.14 |
Joint | P/Py [%] | Max. Load [kN] | Max. Rotation [rad] | Dissipated Energy [kJ] |
---|---|---|---|---|
Test 1 | 0 | 65.26 | 0.06 | 9.6 |
Test 2 | 0 | 71.9 | 0.05 | 11 |
Test 3 | 0 | 70.7 | 0.05 | 11.9 |
1E | 0 | 45.43 | 0.05 | 13.8 |
25 | 45.33 | 0.05 | 13.8 | |
50 | 44.72 | 0.049 | 13.1 | |
2I | 0 | 91.24 | 0.05 | 25.8 |
25 | 91.21 | 0.05 | 25.8 | |
50 | 91.22 | 0.05 | 25.8 | |
2E | 0 | 60.97 | 0.071 | 26.2 |
25 | 60.88 | 0.07 | 26.2 | |
50 | 60.75 | 0.07 | 26.2 | |
3E | 0 | 102.18 | 0.067 | 39 |
25 | 100.30 | 0.067 | 39 | |
50 | 102.13 | 0.067 | 39 | |
4I | 0 | 129.28 | 0.071 | 50.8 |
25 | 129.24 | 0.071 | 50.8 | |
50 | 129.36 | 0.071 | 50.8 |
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Nuñez, E.; Lichtemberg, R.; Herrera, R. Cyclic Performance of End-Plate Biaxial Moment Connection with HSS Columns. Metals 2020, 10, 1556. https://doi.org/10.3390/met10111556
Nuñez E, Lichtemberg R, Herrera R. Cyclic Performance of End-Plate Biaxial Moment Connection with HSS Columns. Metals. 2020; 10(11):1556. https://doi.org/10.3390/met10111556
Chicago/Turabian StyleNuñez, Eduardo, Roberto Lichtemberg, and Ricardo Herrera. 2020. "Cyclic Performance of End-Plate Biaxial Moment Connection with HSS Columns" Metals 10, no. 11: 1556. https://doi.org/10.3390/met10111556