Mechanical Characteristics of Cracked Lining Reinforced with Steel Plate–UHPC Subjected to Vertical Load
Abstract
:1. Introduction
2. Model Test
2.1. Experimental Content and Similar Design
2.2. Methods of Reinforcement Operations
2.3. Test Setup
2.4. Sensor Arrangement and Testing Process
3. Experimental Results and Discussion
3.1. Force Deformation Characteristics of Steel Plate–UHPC-Reinforced Structure
3.1.1. Relationship between Load and Displacement
3.1.2. Destruction Process and Pattern
3.2. Comparative Analysis of Reinforcement Effects
- (1)
- The peak loads of the original lining, the steel plate reinforced structure, and the steel plate–UHPC-reinforced structure were 77.1 kN, 122.9 kN, and 188.4 kN, respectively. The peak loads of the steel-plate-reinforced and the steel plate–UHPC-reinforced structures were 144.3% and 59.36% higher, respectively, than the original lining. This indicates that the two kinds of reinforcement can significantly increase the structure’s ultimate bearing capacity. The slopes of the steel plate reinforcement and steel plate-UHPC reinforcement curves at the reinforced points increased significantly compared to the unreinforced lining, indicating a significant increase in stiffness in both reinforced structures that effectively improved the stiffness of the cracked lining.
- (2)
- The load-displacement curves of steel-plate-reinforced and steel plate–UHPC-reinforced structures can be divided into four typical stages, but the curve patterns of each stage differed significantly. From the damage mode, the damage of the steel-plate-reinforced structure is manifested as the interfacial stripping damage between the steel plate and the original lining concrete. After reaching the peak load, the steel plate is completely plated from the lining, the steel plate rapidly quits the work, and the reinforced structure cannot withstand the external load and rapidly enters the plasticity stage, showing an apparent brittle damage mode [28]. In contrast, because of the combined shape of the UHPC layer, screws, and welding studs in the steel plate–UHPC reinforcing method, the interfacial bond layer has superior bond and ductility. The interfacial peeling load of steel plate–UHPC reinforcement was 33.60% higher than that of steel plate reinforcement, corresponding to 16.67% higher displacement. After the interface between the steel plate and UHPC started to peel off, due to the role of interface connectors, the UHPC layer was still well bonded to the lining, and the load was still able to increase with the increase in displacement. The structure showed good ductility, effectively solving the problem of brittle damage that is prone to occur in the steel plate reinforcement method. In addition, the UHPC layer was better able to control the deformation of the lining in the elastic phase of the lining members, making the overall stiffness enhancement effect of the steel plate–UHPC-reinforced lining more obvious.
- (3)
- The ultimate bearing capacity of the steel-plate-reinforced structure was 122.89 kN, the structural stiffness was 17.55 kN/mm, the structural ductility was 7.31 mm, the bearing capacity increase rate was 59.36%, and the stiffness increase rate was 5.48, while the ultimate bearing capacity of the steel plate–UHPC-reinforced structure was 188.39 kN, the structural stiffness was 47.18 kN/mm, the structural ductility was 34.03 mm, the bearing capacity increase rate was 144.3%, and the stiffness increase rate was 14.74. The latter’s ductility, bearing capacity improvement rate, and stiffness improvement rate were 4.66 times, 2.43 times, and 2.68 times that of the former, respectively. It was evident that the steel plate–UHPC-reinforced structure had better load-bearing capacity, greater ductility, and a more apparent overall stiffness improvement effect.
4. Numerical Modelling of Steel Plate–UHPC-Reinforced Cracked Lining
4.1. Material Modelling
4.2. Contact Relations and Interfacial Parameters
4.3. Numerical Model
4.4. Verification of Numerical Model
5. Numerical Analysis of Steel Plate–UHPC Reinforcement of Cracked Lining
5.1. Simulation Programme
5.2. Simulation Programme
5.2.1. UHPC Layer Thickness
5.2.2. Steel Plate Thickness
5.2.3. Reinforcement Timing
6. Conclusions
- Under vertical loading, the process of steel plate–UHPC reinforcement of cracked lining was divided into four stages with reinforcement, spalling at the interface between the steel plate and UHPC, reaching the peak load, and structural damage as the key points. The damage mode was a large eccentric compression at the arch, manifested by the pulling off of the steel reinforcement at the arch waist and the concrete compression at the outer side of the arch, forming one main crack. Throughout the reinforcement process, the strain distribution was shown as tensile on the inner side of the arch, compressive on the outer side, compressive on the inner side of the arch waist, and tensile on the outer side. Compared with the steel plate reinforcement, the peak strain of the reinforcement was reduced by 23.15% when the peak load was reached, which effectively reduced the strain of the structure.
- The deformation and damage process of steel-plate-reinforced structures and steel plate–UHPC-reinforced structures under vertical concentrated load can be divided into four typical stages, but the curve patterns of each stage differ significantly. Compared with the steel-plate-reinforced structure, the damage mode of steel plate–UHPC-reinforced structure had good ductility, which effectively solved the problem of brittle damage that is prone to occur in the steel plate reinforcement method. In terms of reinforcement effect, both steel plate reinforcement and steel plate–UHPC reinforcement can effectively improve the stiffness of cracked lining and enhance the ultimate bearing capacity of the structure, but the ductility, bearing capacity enhancement rate, and stiffness enhancement rate of the steel plate–UHPC-reinforced structure were 4.66, 2.43, and 2.68 times higher than those of the steel plate reinforcement, respectively.
- The numerical model of steel plate–UHPC-reinforced cracked lining established based on the plastic damage model showed that the simulated load-displacement curves were basically similar to those of the tests, and the damage morphology and damage site of the reinforced structure were basically in line with those of the tests. After analysing the influencing factors such as UHPC layer thickness, steel belt thickness, and reinforcement timing, it can be seen that the peak load carrying capacity and stiffness enhancement rate of the cracked lining reinforced by steel belt–UHPC increased non-linearly with the increase in UHPC layer thickness and steel belt thickness, but there was a reasonable reinforcing timing for the reinforcement of steel belt–UHPC, and the reinforcement timing will lead to the decrease in the structural load-carrying capacity and stiffness enhancement rate when the reinforcing timing is too late.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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Material | Cement | Fly Ash | Silica Fume | Quartz Sand | Quartz Powder | Water | Water Reducer | Fiber |
---|---|---|---|---|---|---|---|---|
UHPC | 1 | 0.10 | 0.20 | 1.1 | 0.19 | 0.25 | 0.026 | 0.21 |
Working Conditions | P0/kN | y0/mm | P1/kN | S1/mm | Pu/kN | Su/mm | ηp(%) | ηk | ∆S/mm |
---|---|---|---|---|---|---|---|---|---|
Steel plate | 34.56 | 10.82 | 86.51 | 13.98 | 122.89 | 18.13 | 59.36 | 5.49 | 7.31 |
Steel plate–UHPC | 34.56 | 10.82 | 115.58 | 16.31 | 188.39 | 44.85 | 144.3 | 14.75 | 34.03 |
Young’s Modulus Ec/GPa | Poisson’s Ratio μ | Compressive Strength fc/MPa | Tensile Strength ft/MPa | Expansion Angle/° | K | Eccentricity ε | Coefficient of Viscosity μ |
---|---|---|---|---|---|---|---|
48.2 | 0.2 | 150.2 | 7.20 | 15 | 0.67 | 0.1 | 0.0005 |
Material | Elastic Modulus Es/GPa | Poisson Ratio μ | Yield Strength f y/MPa | Yield Strength Tensile Strain εy | Ultimate Strength f u/MPa | Ultimate Tensile Strain εu |
---|---|---|---|---|---|---|
Rebar | 200 | 0.2 | 300 | 0.01675 | 420 | 0.025 |
Steel plate | 200 | 0.2 | 400 | - | - | - |
Working Conditions | Thickness of UHPC Layer/mm | Thickness of Steel Plate/mm | Timing of Reinforcement (RDL) |
---|---|---|---|
1–4 | 5, 10, 15, 20 | 1.8 | 45% |
5–10 | 15 | 1.0, 1.2, 1.4, 1.6, 1.8, 2.0 | 45% |
11–14 | 15 | 1.8 | 20%, 40%, 60%, 80% |
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Wei, J.; Ding, Z.; Shen, W.; Li, X. Mechanical Characteristics of Cracked Lining Reinforced with Steel Plate–UHPC Subjected to Vertical Load. Buildings 2024, 14, 1515. https://doi.org/10.3390/buildings14061515
Wei J, Ding Z, Shen W, Li X. Mechanical Characteristics of Cracked Lining Reinforced with Steel Plate–UHPC Subjected to Vertical Load. Buildings. 2024; 14(6):1515. https://doi.org/10.3390/buildings14061515
Chicago/Turabian StyleWei, Ju, Zude Ding, Wanhu Shen, and Xiaoqin Li. 2024. "Mechanical Characteristics of Cracked Lining Reinforced with Steel Plate–UHPC Subjected to Vertical Load" Buildings 14, no. 6: 1515. https://doi.org/10.3390/buildings14061515