Experimental and Analytical Investigations on Shear Performance of Ambient-Cured Reinforced Geopolymer Concrete Beams
Abstract
:1. Introduction
2. Experimental Program
2.1. Materials
2.1.1. Fly Ash
2.1.2. Aggregates
2.1.3. Alkaline Activator Solution
2.1.4. Steel Reinforcement
2.2. Test Matrix
2.3. Preparation of the Test Specimens
2.4. Test Setup
3. Test Results and Discussion
3.1. Failure Mechanism of Beams
3.2. Load-Deflection Response
3.3. Shear Strength of the Tested Beams
4. Analytical Design Formulae
4.1. ACI 318-14 [41]
4.2. ACI 318-19 [40]
4.3. JSCE Standard Specifications for Concrete Structures-2007 [43]
4.4. Fib Model Code [42]
5. Analytical Results and Discussion
5.1. Ordinary Portland Cement Concrete Beams
5.2. Geopolymer Concrete Beams
5.3. Comparison of Experimental and Analytical Shear Strengths of OPCC and GPC Beams in the Existing Available Research
5.4. Modified Equation for Shear Strength of Geopolymer Concrete Beams at Various
6. Conclusions
- The applied loads and shear strengths of OPCCB and GPCB specimens decreased with an increase in ratio due to the change in the failure mechanism from the tie-arch action to the beam action. The reduction rate of the shear strength of OPCCB specimens was similar to GPCB specimens with increasing ratios. Moreover, the OPCC beams exhibited higher shear strength than ambient-cured GPC beams for a similar ratio.
- All the considered design guides significantly underestimated the shear strengths of GPC beams by 11–77%. However, the prediction accuracy increases at higher ratios. It was noted that for higher ratio, i.e., GPC beam specimen with = 4.3, the prediction accuracy varies between 11.0–26.9% considering ACI 318-14 [41], ACI-318-19 [40], and fib 2010 [42].
- The modified equations proved better prediction accuracy. It is recommended to use Equation (21) for GPC beams with ratios ≤ 2.0 and Equation (22) for those with ratios > 2.0.
Author Contributions
Funding
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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SiO2 (%) | Al2O3 (%) | Fe2O3 (%) | CaO (%) | SO3 (%) | MgO (%) | LOI a (%) |
---|---|---|---|---|---|---|
59.96 | 14.02 | 6.29 | 14.12 | 2.84 | 0.41 | 0.445 |
Specimen ID | Group | Width b, (mm) | Depth h, (mm) | Effective Depth d, (mm) | Length (mm) | Shear Span a, (mm) | a/d Ratio |
---|---|---|---|---|---|---|---|
OPCCB-1.6 | I | 150 | 225 | 190.5 | 762 | 306 | 1.6 |
GPCB-1.6-1 | |||||||
GPCB-1.6-2 | |||||||
OPCCB-2.9 | II | 150 | 225 | 190.5 | 1268 | 559 | 2.9 |
GPCB-2.9-1 | |||||||
GPCB-2.9-2 | |||||||
OPCCB-4.3 | III | 150 | 225 | 190.5 | 1774 | 812 | 4.3 |
GPCB-4.3-1 | |||||||
GPCB-4.3-2 |
Type of Concrete | Coarse Aggregate (kg) | Fine Aggregate (kg) | Fly Ash (kg) | Cement (kg) | Alkali Solution (kg) | Na2SiO3 Solution (kg) | Water (L) |
---|---|---|---|---|---|---|---|
OPCC | 1215 | 570 | - | 375 | - | - | 169 |
GPC | 1294 | 345 | 554 | - | 59.1 | 147.8 | 19.4 |
Specimen ID | 28-Days Concrete Cylinder Strength , (MPa) | Shear Span to Effective Depth Ratio | Initial Diagonal Cracking Load , (kN) | Peak Applied Load (kN) | Experimental Shear Strength , (kN) |
---|---|---|---|---|---|
OPCCB-1.6 | 24.7 | 1.6 | 131.3 | 234.8 | 117.4 |
GPCB-1.6-1 | 22.0 | 108.0 | 168.0 | 84.0 | |
GPCB-1.6-2 | 24.5 | 99.5 | 194.0 | 97.0 | |
OPCCB-2.9 | 25.2 | 2.9 | 69.0 | 93.0 | 46.5 |
GPCB-2.9-1 | 25.6 | 69.0 | 90.0 | 45.0 | |
GPCB-2.9-2 | 25.1 | 61.0 | 82.0 | 41.0 | |
OPCCB-4.3 | 25.3 | 4.3 | 21.5 | 72.0 | 36.0 |
GPCB-4.3-1 | 23.6 | 39.5 | 59.0 | 29.5 | |
GPCB-4.3-2 | 25.9 | 29.4 | 60.1 | 30.0 |
Specimen ID | 28-Days Concrete Cylinder Strength | (%) | (%) | (%) | Analytical Peak Load (kN) | Experimental Peak Applied Load (kN) | Experimental Shear Strength (kN) |
---|---|---|---|---|---|---|---|
OPCCB-1.6 | 24.7 | 1.98 | 2.52 | 1.60 | 131.3 | 234.8 | 117.4 |
GPCB-1.6-1 | 22.0 | 1.98 | 2.24 | 1.43 | 108.0 | 168.0 | 84.0 |
GPCB-1.6-2 | 24.5 | 1.98 | 2.50 | 1.59 | 99.5 | 194.0 | 97.0 |
OPCCB-2.9 | 25.2 | 1.98 | 2.57 | 1.64 | 69.0 | 93.0 | 46.5 |
GPCB-2.9-1 | 25.6 | 1.98 | 2.61 | 1.66 | 69.0 | 90.0 | 45.0 |
GPCB-2.9-2 | 25.1 | 1.98 | 2.56 | 1.63 | 61.0 | 82.0 | 41.0 |
OPCCB-4.3 | 25.3 | 1.98 | 2.58 | 1.64 | 21.5 | 72.0 | 36.0 |
GPCB-4.3-1 | 23.6 | 1.98 | 2.41 | 1.53 | 39.5 | 59.0 | 29.5 |
GPCB-4.3-2 | 25.9 | 1.98 | 2.64 | 1.68 | 29.4 | 60.1 | 30.0 |
Specimen ID | Experimental Shear Strength (kN) | Computed/Experimental Results | |||
---|---|---|---|---|---|
ACI 318-14 [41] | ACI 318-19 [40] | JSCE 2007 [43] | Fib 2010 [42] | ||
OPCCB-1.6 | 117.4 | - | 0.258 | 0.508 | 0.184 |
GPCB-1.6-1 | 84.0 | - | 0.341 | 0.669 | 0.238 |
GPCB-1.6-2 | 97.0 | - | 0.311 | 0.609 | 0.220 |
OPCCB-2.9 | 46.5 | 0.549 | 0.579 | 0.475 | 0.468 |
GPCB-2.9-1 | 45.0 | 0.575 | 0.598 | 0.491 | 0.483 |
GPCB-2.9-2 | 41.0 | 0.625 | 0.654 | 0.535 | 0.528 |
OPCCB-4.3 | 36.0 | 0.708 | 0.750 | 0.303 | 0.604 |
GPCB-4.3-1 | 29.5 | 0.834 | 0.873 | 0.360 | 0.706 |
GPCB-4.3-2 | 30.0 | 0.864 | 0.908 | 0.373 | 0.731 |
Research Study | Concrete Type | Curing | (MPa) | a/d | Experimental Shear Strength (kN) | Computed/Experimental Results | |||
---|---|---|---|---|---|---|---|---|---|
ACI 318-14 [41] | ACI 318-19 [40] | JSCE 2007 [41] | fib 2010 [42] | ||||||
Yacob et al. [15] | GPC | Heat | 37.2 | 2.0 | 209.0 | 0.27 | 0.26 | 0.36 | 0.21 |
GPC | 2.0 | 128.0 | 0.37 | 0.36 | 0.50 | 0.30 | |||
Visintin et al. [37] | GPC | Ambient | 21.0 | 2.0 | 79.0 | 0.37 | 0.32 | 0.46 | 0.30 |
Sinik and Arsalan [69] | OPC | Ambient | 24.8 | 2.5 | 84.9 | 0.30 | 0.28 | 0.28 | 0.25 |
Visintin et al. [37] | GPC | Ambient | 24.0 | 2.5 | 72.0 | 0.43 | 0.38 | 0.37 | 0.35 |
GPC | Ambient | 33.0 | 2.5 | 82.4 | 0.44 | 0.39 | 0.38 | 0.36 | |
GPC | Ambient | 21.0 | 2.5 | 51.8 | 0.68 | 0.66 | 0.58 | 0.52 | |
Visintin et al. [37] | GPC | Ambient | 24.0 | 3.0 | 65.8 | 0.47 | 0.41 | 0.29 | 0.38 |
GPC | Ambient | 21.0 | 3.0 | 40.0 | 0.88 | 0.68 | 0.54 | 0.67 | |
Lee et al. [76] | GPC | NA * | 55.3 | 3.0 | 112.9 | 0.56 | 0.57 | 0.39 | 0.45 |
GPC | NA * | 55.3 | 3.0 | 118.6 | 0.53 | 0.60 | 0.41 | 0.43 | |
OPC | NA * | 55.3 | 3.0 | 125.9 | 0.50 | 0.62 | 0.42 | 0.41 | |
Sinik and Arsalan [69] | OPC | Ambient | 24.9 | 3.5 | 74.5 | 0.34 | 0.32 | 0.18 | 0.29 |
Visintin et al. [37] | GPC | Ambient | 21.0 | 3.5 | 31.1 | 0.94 | 0.82 | 0.44 | 0.76 |
GPC | Ambient | 33.0 | 3.5 | 51.2 | 0.72 | 0.62 | 0.33 | 0.58 | |
Tauqir et al. [12] | GPC | Ambient | 25.0 | 4.5 | 35.9 | 0.66 | 0.68 | 0.24 | 0.55 |
OPC | Ambient | 22.0 | 4.5 | 38.0 | 0.59 | 0.61 | 0.21 | 0.49 | |
Sinik and Arsalan [69] | OPC | Ambient | 21.4 | 4.5 | 66.2 | 0.36 | 0.33 | 0.12 | 0.30 |
Tauqir et al. [12] | GPC | Ambient | 31.0 | 5.0 | 39.5 | 0.66 | 0.69 | 0.20 | 0.56 |
OPC | Ambient | 21.4 | 5.0 | 28.7 | 0.77 | 0.80 | 0.23 | 0.65 | |
Sinik and Arsalan [69] | OPC | Ambient | 23.8 | 6.0 | 55.6 | 0.45 | 0.42 | 0.08 | 0.38 |
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Abdullah, M.; Qazi, A.U.; Khan, Q.S.; Kazmi, S.M.S.; Munir, M.J. Experimental and Analytical Investigations on Shear Performance of Ambient-Cured Reinforced Geopolymer Concrete Beams. Buildings 2024, 14, 204. https://doi.org/10.3390/buildings14010204
Abdullah M, Qazi AU, Khan QS, Kazmi SMS, Munir MJ. Experimental and Analytical Investigations on Shear Performance of Ambient-Cured Reinforced Geopolymer Concrete Beams. Buildings. 2024; 14(1):204. https://doi.org/10.3390/buildings14010204
Chicago/Turabian StyleAbdullah, Muhammad, Asad Ullah Qazi, Qasim S. Khan, Syed Minhaj Saleem Kazmi, and Muhammad Junaid Munir. 2024. "Experimental and Analytical Investigations on Shear Performance of Ambient-Cured Reinforced Geopolymer Concrete Beams" Buildings 14, no. 1: 204. https://doi.org/10.3390/buildings14010204