Shear Performance of Demountable High-Strength Bolted Connectors: An Experimental and Numerical Study Based on Reverse Push-Out Tests
Abstract
1. Introduction
2. Reverse Push-Out Tests
2.1. Geometrical Dimension and Material Properties
2.2. Test Program and Phenomena
2.3. Load–Slip Response
2.4. Out-of-Plane Displacement Results
3. Numerical Modeling and Analysis
3.1. FE Model and Validation
3.2. Evolution of Stress and Damage
4. Parametric Studies
4.1. Effects of Bolt Properties
4.2. Effects of Concrete Strength
5. Shear Resistance of Single Bolt
6. Conclusions
- (1)
- During the loading process, tensile and splitting cracks were produced in the concrete, the distribution of which became denser with decreasing concrete strength and increasing bolt diameter.
- (2)
- When the concrete strength increased from 30 to 40, the ultimate strength with 16 mm and 20 mm bolts increased by 3.6% and 6.2%, respectively.
- (3)
- When the diameter of the bolts increased from 16 to 20 mm, the ultimate strength with C30 and C50 concrete increased by 12.8% and 15.6%, respectively.
- (4)
- The concrete slabs tended to separate from each other, but this was mitigated when splitting cracks occurred.
- (1)
- The load–slip responses of the specimens with 16 mm bolts could be divided into five phases, i.e., elastic segment, bolt sliding, stiffness recovery, hardening, and failure.
- (2)
- The load–slip responses of the specimens with 20 mm bolts could be divided into three phases, i.e., elastic segment, hardening, and failure. The fact that bolt slip was not observed does not mean that it did not occur; instead, it occurred simultaneously with the concrete deformation and failure, rendering it difficult to be reflected in the load–slip response.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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Specimen | Concrete Grade | Bolt Diameter (mm) | Inner Diameter of Reserved Holes (mm) | (kN) | Preload (kN) |
---|---|---|---|---|---|
D16C30 | C30 | 16 | 18 | 80 | 14 |
D16C40 | C40 | 16 | 18 | 80 | 14 |
D20C30 | C30 | 20 | 22 | 125 | 25 |
D20C40 | C40 | 20 | 22 | 125 | 25 |
Materials | Yield Strength (MPa) | Ultimate or Compressive Strength (MPa) | (MPa) | (MPa) | Young’s Modulus (MPa) | ||||
---|---|---|---|---|---|---|---|---|---|
No. 1 | No. 2 | No. 3 | No. 1 | No. 2 | No. 3 | ||||
Girder | 242.66 | 237.21 | 239.08 | 385.48 | 392.59 | 396.24 | 239.65 | 391.44 | 204.2 |
Bolt | 637.19 | 615.73 | 620.94 | 789.26 | 773.25 | 784.32 | 624.62 | 782.28 | 204.8 |
Reinforcement | 419.63 | 417.09 | 424.97 | 557.35 | 555.47 | 561.63 | 420.56 | 558.15 | 205.0 |
C30 | — | — | — | 32.9 | 33.5 | 33.8 | — | 33.4 | — |
C40 | — | — | — | 41.7 | 43.1 | 43.6 | — | 42.8 | — |
Specimen | P When Bolts Slide (kN) | Py (kN) | Δy (mm) | Pu (kN) | Δu (mm) | Py/Pu |
---|---|---|---|---|---|---|
D16C30 | 30.008 | 45.214 | 1.075 | 61.622 | 4.529 | 0.734 |
D16C40 | 36.373 | 52.170 | 1.218 | 63.841 | 2.785 | 0.817 |
D20C30 | — | 42.962 | 0.185 | 69.504 | 4.673 | 0.618 |
D20C40 | — | 47.876 | 0.171 | 73.787 | 2.887 | 0.649 |
Concrete Grade | Bolts Diameter (mm) | Increase Rate of Py | Increase Rate of Δy | Increase Rate of Pu | Increase Rate of Δu |
---|---|---|---|---|---|
C30 C40 | 16 | 15.4% | 13.3% | 3.6% | −38.5% |
20 | 11.4% | −7.6% | 6.2% | −38.2% | |
C30 | 16 20 | −5.0% | — | 12.8% | — |
C40 | −8.2% | — | 15.6% | — |
No. | Shear Capacity Pu in Experiment (kN) | Shear Capacity Pu-FE in Finite Element Simulations (kN) | Aberration (|Pu-FE − Pu|/Pu) |
---|---|---|---|
D16C30 | 61.622 | 61.519 | 0.17% |
D16C40 | 63.841 | 64.810 | 1.52% |
D20C30 | 69.504 | 68.883 | 0.89% |
D20C40 | 73.787 | 75.642 | 2.51% |
No. | Ps (kN) | (kN) | Pu (kN) | No. | Pu (kN) | No. | Ps (kN) | (kN) | Pu (kN) | No. | Pu (kN) |
---|---|---|---|---|---|---|---|---|---|---|---|
B88D16C30P0.75 | 30.87 | 29.33 | 60.00 | B88D20C30P1 | 68.88 | B109D16C30P0.75 | 36.20 | 36.67 | 60.77 | B109D20C30P1 | 70.67 |
B88D16C30P1 | 38.22 | 39.11 | 61.52 | B88D20C40P1 | 75.64 | B109D16C30P1 | 47.28 | 48.89 | 62.19 | B109D20C40P1 | 75.94 |
B88D16C30P1.25 | 48.41 | 48.89 | 61.25 | B88D20C50P1 | 76.92 | B109D16C30P1.25 | — | 61.11 | 61.74 | B109D20C50P1 | 77.97 |
B88D16C40P0.75 | 31.15 | 29.33 | 64.60 | B88D22C30P1 | 71.54 | B109D16C40P0.75 | 36.25 | 36.67 | 66.92 | B109D22C30P1 | 72.61 |
B88D16C40P1 | 38.17 | 39.11 | 64.81 | B88D22C40P1 | 78.32 | B109D16C40P1 | 47.28 | 48.89 | 67.37 | B109D22C40P1 | 79.16 |
B88D16C40P1.25 | 46.33 | 48.89 | 65.25 | B88D22C40P1 | 80.01 | B109D16C40P1.25 | — | 61.11 | 66.11 | B109D22C40P1 | 81.40 |
B88D16C50P0.75 | 30.89 | 29.33 | 66.65 | B109D16C50P0.75 | 36.17 | 36.67 | 68.70 | ||||
B88D16C50P1 | 38.17 | 39.11 | 66.53 | B109D16C50P1 | 47.26 | 48.89 | 69.58 | ||||
B88D16C50P1.25 | 46.18 | 48.89 | 66.68 | B109D16C50P1.25 | — | 61.11 | 67.89 |
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Deng, P.; Niu, Z.-W.; Shi, Y.-H.; Liu, Y.; Wang, W.-L. Shear Performance of Demountable High-Strength Bolted Connectors: An Experimental and Numerical Study Based on Reverse Push-Out Tests. Buildings 2024, 14, 1052. https://doi.org/10.3390/buildings14041052
Deng P, Niu Z-W, Shi Y-H, Liu Y, Wang W-L. Shear Performance of Demountable High-Strength Bolted Connectors: An Experimental and Numerical Study Based on Reverse Push-Out Tests. Buildings. 2024; 14(4):1052. https://doi.org/10.3390/buildings14041052
Chicago/Turabian StyleDeng, Peng, Zhi-Wei Niu, Yu-Hao Shi, Yan Liu, and Wen-Long Wang. 2024. "Shear Performance of Demountable High-Strength Bolted Connectors: An Experimental and Numerical Study Based on Reverse Push-Out Tests" Buildings 14, no. 4: 1052. https://doi.org/10.3390/buildings14041052
APA StyleDeng, P., Niu, Z.-W., Shi, Y.-H., Liu, Y., & Wang, W.-L. (2024). Shear Performance of Demountable High-Strength Bolted Connectors: An Experimental and Numerical Study Based on Reverse Push-Out Tests. Buildings, 14(4), 1052. https://doi.org/10.3390/buildings14041052