FE Modelling and Analysis of Beam Column Joint Using Reactive Powder Concrete
Abstract
:1. Introduction
2. Experimental Investigation
3. Modelling
3.1. Finite Element Modeling of Nonlinear Behavior of Beam-Column Joint
3.1.1. Finite Element Method
3.1.2. Abaqus Software
3.1.3. Concrete Damage Plasticity Model
3.2. Compressive and Tensile Behavior Determination by Using Eurocode
3.2.1. Compressive Behavior
3.2.2. Tensile Behaviors
3.3. Steps and Boundary Conditions
3.4. Meshing
3.5. Load
4. Results and Discussion
4.1. Load Displacement Curve
4.1.1. Conventional Concrete Controlled Specimens
4.1.2. RPC Specimens
4.2. Comparison between Conventional Concrete and RPC Specimens
4.3. Stiffness of Concrete and RPC Specimens
4.4. Ductility of Concrete and RPC Specimens
5. Conclusions
- The use of RPC only in the joint region increased the overall strength of the structure by 10–15% and also delayed the crack propagations.
- The maximum average discrepancy between modeling and experimental results of conventional concrete and RPC was 3–7%. This discrepancy was due to the non-uniform increment of load and time period in the experimental setup.
- It was observed that with an increment in the mesh size, a reduction in the number of analysis increments occurred. This caused variation of modeling results from experimental results. Therefore, finer mesh size is recommended.
- Increasing the value of viscosity reduced the analysis time but produced more errors in results. The lower value of the viscosity parameter is better as higher values cause a high peak of reaction force. Therefore, smaller values are preferable i.e., 0.001, 0.002, 0.003, or 0.005 etc.
- Fixed column end conditions caused an increase in column stresses which resulted in buckling of column. No buckling was observed for hinged column conditions. Maximum deformation was observed at the beam end irrespective of the column end conditions.
- To obtain actual results, displacement control analysis should be used rather than load control analysis. With displacement control analysis it is easier to obtain the converged solutions in ABAQUS in case of highly nonlinear problems.
6. Recommendations
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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Ordinary Portland Cement | Silica Fume | Quartz | Fine Aggregate | W/C Ratio | Steel Fibers | Superplasticizers |
---|---|---|---|---|---|---|
1 | 0.25 | 0.4 | 1.1 | 0.17 | 0.03 | 0.015 |
Specimens | fc’ (MPa) | Ec (MPa) | Max Load in Experimental (N) | Max Displacement Experimental (mm) |
---|---|---|---|---|
CC_S1 | 21.03 | 27,497.88 | 15,500 | 35.98 |
CC_S2 | 21.03 | 27,497.88 | 13,330 | 46.28 |
RPC_S1 | 45.24 | 37,433.67 | 18,000 | 40.15 |
RPC_S2 | 45.24 | 37,433.67 | 16,020 | 43.33 |
Specimens | fc’ (MPa) | Ec (MPa) | Max Load in Experimental (N) | Max Load in Modeling (N) | Max Displacement Experimental (mm) | Max Displacement Modeling (mm) | Difference b/w Modeling and Experimental Displacement Max Values (mm) |
---|---|---|---|---|---|---|---|
CC_S1 | 21.03 | 27,497.88 | 15,500 | 15,675.21 | 35.98 | 33.44 | 2.54 |
CC_S2 | 21.03 | 27,497.88 | 13,330 | 13,413.50 | 46.28 | 48.21 | 1.93 |
RPC_S1 | 45.24 | 37,433.67 | 18,000 | 19,090.02 | 40.15 | 38.89 | 1.25 |
RPC_S2 | 45.24 | 37,433.67 | 16,020 | 17,097.80 | 43.33 | 40.50 | 2.83 |
Specimens | ||||
---|---|---|---|---|
(% of Ultimate Load) | CC_S1 | CC_S2 | RPC_S1 | RPC_S2 |
Stiffness (kN/mm) | Stiffness (kN/mm) | Stiffness (kN/mm) | Stiffness (kN/mm) | |
5% | 21.36 | 19.18 | 14.66 | 14.19 |
25% | 2.24 | 3.23 | 4.59 | 4.38 |
50% | 1.48 | 1.96 | 2.53 | 2.43 |
(% of Ultimate Load) | Specimens | |||
---|---|---|---|---|
CC_S1 | CC_S2 | RPC_S1 | RPC_S2 | |
Stiffness (kN/mm) | Stiffness (kN/mm) | Stiffness (kN/mm) | Stiffness (kN/mm) | |
5% | 18.561 | 20.82 | 15.76 | 15.98 |
10% | 12.67 | 17.49 | 12.23 | 12.76 |
15% | 5.42 | 7.18 | 8.88 | 8.48 |
20% | 3.45 | 4.31 | 5.44 | 5.73 |
25% | 2.50 | 3.06 | 4.11 | 4.03 |
30% | 1.99 | 2.38 | 3.10 | 2.88 |
40% | 1.42 | 1.34 | 1.98 | 1.56 |
50% | 1.09 | 0.97 | 1.03 | 1.29 |
60% | 0.88 | 0.76 | 0.85 | 0.81 |
Sample | Experimental | Modeling | ||
---|---|---|---|---|
Ductility Factor (R) | Displacement Ductility (DD) | Ductility Factor (R) | Displacement Ductility (DD) | |
CC_S1 | 4.91 | 4.78 | 4.671 | 4.699 |
CC_S2 | 5.56 | 5.71 | 5.18 | 5.33 |
RPC_S1 | 6.257 | 6.19 | 6.03 | 6.153 |
RPC_S2 | 6.2 | 6.39 | 5.98 | 6.13 |
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Nafees, A.; Javed, M.F.; Musarat, M.A.; Ali, M.; Aslam, F.; Vatin, N.I. FE Modelling and Analysis of Beam Column Joint Using Reactive Powder Concrete. Crystals 2021, 11, 1372. https://doi.org/10.3390/cryst11111372
Nafees A, Javed MF, Musarat MA, Ali M, Aslam F, Vatin NI. FE Modelling and Analysis of Beam Column Joint Using Reactive Powder Concrete. Crystals. 2021; 11(11):1372. https://doi.org/10.3390/cryst11111372
Chicago/Turabian StyleNafees, Afnan, Muhammad Faisal Javed, Muhammad Ali Musarat, Mujahid Ali, Fahid Aslam, and Nikolai Ivanovich Vatin. 2021. "FE Modelling and Analysis of Beam Column Joint Using Reactive Powder Concrete" Crystals 11, no. 11: 1372. https://doi.org/10.3390/cryst11111372