Mechanical Steel Stitches: An Innovative Approach for Strengthening Shear Deficiency in Undamaged Reinforced Concrete Beams
Abstract
:1. Introduction
2. Materials and Method
2.1. Preparation of Shear Beam
2.2. Strengthening Technic by Mechanical Steel Stitches (MSS)
2.3. Test Setup
3. Experimental Results and Discussion
3.1. Reference Specimen: S0
3.2. Strengthened Specimens: S1, S2, S3, S4 and S5
4. Conclusions
- (1)
- As expected, shear failure occurred in the reference S0 beam. On the other hand, shear failure could not be prevented in S1, S2, S3 and S4 beams, where the MSS spacing gradually changes between d and d/2. It has been observed that the cracks formed in the range of 45°–60°. In the S5 specimen, where the MSS range was d/5 ((1%) MSS ratio), crack formation did not occur with this angle. Therefore, it can be concluded that tightening the spacing of MS would be helpful in preventing the shear fracture of the beams.
- (2)
- Since the MSs are attached to the existing reinforced concrete beam with anchors, some losses in section due to the drilling have occurred in the stiffness of the existing beams. For example, a 38% loss in initial stiffness occurred in S5 compared to S0. This situation slightly increased the amount of deflection occurring in the span of the beam. Especially in MSS application, micro-cracks formed during the drilling of existing beams merged due to the close proximity of the holes, and a damage mechanism similar to an adherence crack was observed.
- (3)
- While the capacity increase in S1, S2, S3 and S4 beams was limited compared to S0, a gain of nearly 31% occurred in the S-5 beam. However, a load carrying capacity increase depending on the d/s amount (s is spacing between MS) was not observed in the experiments. This situation is also related to the formation of cracks in the d to d/2 range without coinciding with the MSSs.
- (4)
- The energy consumed (absorbed) by the beams S1, S2, S3 and S4 increased gradually compared to the reference beam S0. In addition, with the considerable increase in strength, the energy consumption of the S5 beam increased approximately 4 times compared to the S0 beam. The increase in displacement due to the decrease in stiffness of the S-5 beam had an effect on this increase.
- (5)
- Experimental results show that the RC beams strengthened with different MSS configurations as S1, S2, S3, and S4 have a modest increase in failure load. It would also seem that in terms of ductility the arrangement of the pins up to a spacing of 110 mm is negligible. On the other hand, the S5 MSS configuration allows a considerable increase in the ultimate load. Therefore, it is concluded that a certain level of spacing is quite critical in this novel external strengthening method.
- (6)
- It has been seen that the method proposed in this study can be used for strengthening purposes, especially in the RC members under the effect of shear, when traditional strengthening methods are not suitable in terms of cost, application, and time. Therefore, the outcomes of this study will be frontiers for new studies to be carried out for the optimum design of MSSs, which is not in the existing codes and is a fairly new retrofit/strengthening alternative for the literature.
- (7)
- In this study, MSSs applied angle, MS diameter, anchorage depth and mechanical properties were kept constant. Therefore, the effect of these parameters on the behavior of beams reinforced with MS should be investigated in future studies. Similarly, the mechanical properties of the beams, stirrups and longitudinal reinforcement amounts, beam’ geometric shapes, loading patterns, etc., are also waiting as an important research topic in MSS-reinforced beams.
- (8)
- In addition to the above-mentioned positive features, it is quite possible that MSSs will be exposed to corrosion over time due to their properties. For this, it is very important that the outside of the material is covered with a corrosion inhibitor in the strengthening to be made. In addition, in future studies, MSS applications can also be made with FRP materials. In this way, the corrosion situation is eliminated.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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Strengthening Type | Pre-Damaged Beams | Undamaged Beams | |
---|---|---|---|
FRP | AFRP * | Raza et al. (2019) [12] | More and Kulkarni (2014) [13]; Wu et al. (2016) [14]; Zhang and Wu (2019) [15]; Raval et al. (2020) [16]; |
BFRP * | Ma et al. (2017) [17]; Ma et al. (2018) [18]; Qin et al. (2019) [19]; | Duic et al. (2018) [20]; Joyklad et al. (2019) [21]; Pham et al. (2020) [22]; Shen et al. (2021) [23] | |
CFRP * | Prado et al. (2016) [24]; Karzad et al. (2017) [25]; Karam et al. (2017) [26]; Karzad et al. (2019) [27]; Yu et al. (2020) [28]; Yu et al. (2020) [29]; Yu et al. (2021) [30]; Bahij et al. (2020) [31] | Gemi et al. (2019) [11]; Zaki et al. (2019) [32]; Aksoylu et al. (2021) [33]; Al-Khafaji et al. (2021) [34]; Kotynia et al. (2021) [35]; Abed et al. (2021) [36]; Al-Fakih et al. (2021) [37]; Jahami et al. (2021) [38]; Alhassan et al. (2021) [39]; Samb et al. (2021) [40]; Mukhtar and Shehadah (2021) [41]; Mansour (2021) [42]; Gemi et al. (2022) [43]; | |
GFRP * | Siddika et al. (2019) [44]; Capozucca et al. (2021) [45]; | Panigrahi et al. (2014) [46]; Boumaaza et al. (2017) [47]; Aksoylu (2021) [48]; Rahman (2021) [49]; Kumari ve Nayak (2021) [50]; Ali et al. (2021) [51]; Abbas et al. (2021) [52]; Miruthun et al. (2021) [53]; Al-Shalif et al. (2022) [54]; | |
Steel Plate | Peng et al. (2017) [55]; Kazem (2018) [56]; Alam et al. (2020) [57] | Aykaç ve Özbek (2011) [58]; Acar (2014) [59]; Aykaç and Acar (2014) [60]; Abdul-Razzaq et al. (2017) [61]; Demir et al. (2018) [62] | |
Mechanical Connections | Osman et al. (2017) [63]; Xu et al. (2018) [64]; Xu et al. (2019) [65]; Alshlash et al. (2019) [66] | Hamoush and Ahmad (1997) [67]; Altin et al. (2004) [68]; Rizal et al. (2019) [69]; Chalioris et al. (2019) [70]; Aldhafairi et al. (2020) [71]; Di Trapani et al. (2020) [72]; Yuan et al. (2020) [73]; | |
Jacketing | Murthy et al. (2019) [74]; Hassan et al. (2021) [75]; Ganesh and Murthy (2021) [76] | Chandrakar ve Singh (2017) [77]; Rodrigues et al. (2018) [78] |
Specimen | MS Diameter (ϕ) (mm) | MS Number | MS Spacing (s) (mm) | MS Volumetric Ratio (ρMS) |
---|---|---|---|---|
S0 | - | - | - | --- |
S1 | 6 | 4 | 220 | 0.0020 |
S2 | 6 | 5 | 165 | 0.0027 |
S3 | 6 | 6 | 130 | 0.0034 |
S4 | 6 | 7 | 110 | 0.0041 |
S5 | 6 | 15 | 45 | 0.0100 |
Specimen No | First Crack | Beam Damage Type | MSS Damage Type | Special Cases | ||||
---|---|---|---|---|---|---|---|---|
Load (kN) | Design Type | Angle | Place | Load (kN) | Failure Type | |||
S0 | 30 | Bending | 90° | Bending zone | 73.00 | Shear | --- | Experiment ended up shear failure on the left side |
S1 | 10 | Bending | 90° | Bending zone | 74.59 | Shear | No damage observed on MS | Experiment ended up shear failure on the left side |
S2 | 20 | Bending | 90° | Bending zone | 75.79 | Shear | No damage observed on MS | Experiment ended up shear failure on the right side |
S3 | 20 | Bending | 90° | Bending zone | 76.90 | Shear | No damage observed on MS | Experiment ended up bending failure on the right side |
S4 | 30 | Bending | 90° | Bending zone | 78.10 | Shear | No damage observed on MS | Experiment ended up bending failure on the right side |
S5 | 20 | Bending | 90° | Bending zone | 95.74 | Shear | No damage observed on MS | Experiment ended up bending failure on the left side |
Test Specimens | Pmax (kN) | Rate of Increase at Max Load (%) | Displacement at Maximum Load (mm) | Stiffness at Maximum Load (Pmax) (kN/mm) | Pu (0.85Pmax) (kN) | Displacement at Yield, δy (mm) | At Yield (0.85Pmax) Stiffness (kN/mm) | δu (mm) | Ductility Ratio |
---|---|---|---|---|---|---|---|---|---|
S0 | 73.00 | 1.00 | 8.83 | 8.26 | 62.00 | 6.62 | 9.36 | 9.83 | 1.49 |
S1 | 74.59 | 2.17 | 8.67 | 8.60 | 63.40 | 7.02 | 9.02 | 10.06 | 1.43 |
S2 | 75.79 | 3.82 | 8.07 | 9.39 | 64.42 | 6.45 | 9.98 | 9.49 | 1.47 |
S3 | 76.90 | 5.34 | 9.53 | 8.06 | 65.36 | 7.87 | 8.30 | 10.02 | 1.27 |
S4 | 78.10 | 6.98 | 10.17 | 7.68 | 66.38 | 8.07 | 8.22 | 11.02 | 1.36 |
S5 | 95.74 | 31.15 | 17.89 | 5.35 | 81.38 | 14.00 | 5.81 | 25.66 | 1.83 |
Test Specimens | Maximum Displacement (mm) | Energy Dissipation at Pmax (kJ) | Energy Dissipation at 0.85Pmax (kJ) | Plastik Energy Dissipation (kJ) | Total Energy Dissipation (kJ) | Failure Type | Ductility Level |
---|---|---|---|---|---|---|---|
S0 | 10.26 | 0.47 | 0.26 | 0.21 | 0.56 | Shear | Deficient |
S1 | 15.84 | 0.70 | 0.27 | 0.57 | 0.84 | Shear | Deficient |
S2 | 12.21 | 0.37 | 0.26 | 0.47 | 0.73 | Shear | Deficient |
S3 | 12.09 | 0.41 | 0.30 | 0.40 | 0.71 | Shear | Deficient |
S4 | 14.01 | 0.47 | 0.31 | 0.47 | 0.794 | Shear | Deficient |
S5 | 30.77 | 0.98 | 0.63 | 1.81 | 2.45 | Shear | Deficient |
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Aksoylu, C.; Özkılıç, Y.O.; Arslan, M.H. Mechanical Steel Stitches: An Innovative Approach for Strengthening Shear Deficiency in Undamaged Reinforced Concrete Beams. Buildings 2022, 12, 1501. https://doi.org/10.3390/buildings12101501
Aksoylu C, Özkılıç YO, Arslan MH. Mechanical Steel Stitches: An Innovative Approach for Strengthening Shear Deficiency in Undamaged Reinforced Concrete Beams. Buildings. 2022; 12(10):1501. https://doi.org/10.3390/buildings12101501
Chicago/Turabian StyleAksoylu, Ceyhun, Yasin Onuralp Özkılıç, and Musa Hakan Arslan. 2022. "Mechanical Steel Stitches: An Innovative Approach for Strengthening Shear Deficiency in Undamaged Reinforced Concrete Beams" Buildings 12, no. 10: 1501. https://doi.org/10.3390/buildings12101501