Experimental Study on Punching Shear Behavior of Ultra-High-Performance Concrete (UHPC) Slabs
Abstract
:1. Introduction
2. Experimental Program
2.1. Specimen Characterizations
2.2. Loading and Instrumentation
2.3. Test Results and Discussion for Slabs of PHASE I
2.3.1. Failure Mode
2.3.2. Load–Deflection Relationship
2.3.3. Load–Reinforcing Steel Bar Strains Relationships
2.4. Analysis of Flexural Capacity and Critical Thickness
2.4.1. Calculation of Flexural Capacity
2.4.2. Analysis of Critical Thickness
3. The Effect of Governing Parameters on Punching Shear Behavior of UHPC Slabs (Phase II)
3.1. Specimen Design and Test Results
3.2. Analysis of the Effect of Key Parameters on Punching Shear Strength
3.2.1. Effect of Slab Thickness (Phase I)
3.2.2. Effect of Steel Fiber Content (Phase II)
3.2.3. Effect of Reinforcement Ratio (Phase II)
3.2.4. Effect of Granite Powder Instead of Silica Fume (Phase II)
4. Calculation Method of Punching Shear Capacity
4.1. Determination of Punching Shear Angle and Failure Perimeter
4.2. Comparison of Punching Shear Capacity
- Material Properties: UHPC exhibits unique mechanical properties, including higher compressive strength and ductility compared to conventional concrete. If the models do not adequately account for these enhanced material characteristics, particularly in terms of tensile strength and strain capacity, this can lead to an underestimation of the punching shear strength.
- Geometric Considerations: The geometry of the slab, including thickness, reinforcement layout, and support conditions, can significantly influence shear behavior. Models that simplify these geometric parameters may fail to capture critical stress distribution effects that are present in actual slab scenarios.
- Loading Conditions: The nature of loading, whether it is static or dynamic, can affect the performance of UHPC slabs. Models that do not incorporate factors such as load duration or impact effects may not accurately reflect the true behavior under real-world conditions.
- Crack Propagation and Ductility: The ability of UHPC to sustain loads post-cracking is a vital aspect that many models may overlook. Discrepancies often arise when models assume brittle failure modes instead of recognizing the progressive failure characteristics inherent in UHPC.
- Experimental Variability: Variations in experimental setup, including differences in specimen preparation and testing protocols, can lead to inconsistencies between calculated and observed results. It is crucial to ensure that experimental conditions closely mimic those assumed in theoretical models.
- Model Calibration: Many calculation models rely on empirical coefficients or calibration against specific datasets. If these coefficients are derived from a limited range of tests or do not encompass the full spectrum of UHPC behaviors, they may lead to conservative estimates of punching shear capacity. In conclusion, a thorough investigation into these factors is necessary to reconcile differences between calculated and experimental data for punching shear in UHPC slabs. By addressing these discrepancies through refined modeling techniques and comprehensive experimental validation, we can enhance the reliability of predictive models for structural applications.
Slab No. | VExp (kN) (2) | Theoretical Punching Capacity (kN) | Experimental Strength/Theoretical Strength | ||||||||
---|---|---|---|---|---|---|---|---|---|---|---|
Al-Quraishi [65] (3) | Fang et al. [66] (4) | AFGC [67] (5) | JSCE [68] (6) | Harris and Wollmann [69] (7) | (2)/(3) | (2)/(4) | (2)/(5) | (2)/(6) | (2)/(7) | ||
U50 | 315 | 153.39 | 134.37 | 122.18 | 185.32 | 259.96 | 2.05 | 2.34 | 2.58 | 1.70 | 1.21 |
U65 | 430 | 185.69 | 196.56 | 183.59 | 268.57 | 305.89 | 2.32 | 2.19 | 2.34 | 1.60 | 1.41 |
U75 | 520 | 207.34 | 251.51 | 227.54 | 327.14 | 338.44 | 2.51 | 2.07 | 2.29 | 1.59 | 1.54 |
U85 | 585 | 229.12 | 344.32 | 273.91 | 388.37 | 372.16 | 2.55 | 1.70 | 2.14 | 1.51 | 1.57 |
U100 | 645 | 262.02 | 510.89 | 347.97 | 484.98 | 424.62 | 2.46 | 1.26 | 1.85 | 1.33 | 1.52 |
U0R35 | 250 | 152.89 | 109.69 | 107.49 | 182.99 | 228.71 | 1.64 | 2.28 | 2.33 | 1.37 | 1.09 |
U1R35 | 295 | 153.61 | 101.46 | 128.79 | 186.31 | 274.02 | 1.92 | 2.91 | 2.29 | 1.58 | 1.08 |
U2R0 | 180 | 119.58 | 115.05 | 135.75 | 104.15 | 288.83 | 1.51 | 1.56 | 1.33 | 1.73 | 0.62 |
U2R13 | 240 | 147.16 | 110.89 | 122.18 | 163.09 | 259.96 | 1.63 | 2.16 | 1.96 | 1.47 | 0.92 |
U3R35 | 355 | 153.39 | 167.28 | 122.18 | 185.32 | 259.96 | 2.31 | 2.12 | 2.91 | 1.92 | 1.37 |
Average | 2.090 | 2.059 | 2.202 | 1.580 | 1.233 | ||||||
Standard deviation | 0.395 | 0.459 | 0.427 | 0.175 | 0.309 | ||||||
Coefficient of variation, COV | 0.189 | 0.223 | 0.194 | 0.111 | 0.250 |
Method | Size Effect | UHPC | Fibers | Punching Parameters | |||||||
---|---|---|---|---|---|---|---|---|---|---|---|
fto | lf | df | Vf | Type | a/d | Critical Shear Perimeter from the Face of the Column | |||||
Al-Quraishi [65] | √ | √ | √ | √ | √ | √ | √ | Straight steel | √ | 1.25d | |
Fang et al. [66] | √ | √ | √ | √ | √ | Straight steel | √ | 1.73d | |||
AFGC [67] | √ | √ | 0.5d | ||||||||
JSCE [68] | √ | √ | √ | √ | √ | √ | √ | Various | √ | 0.5d | |
Harris and Wollmann [69] | √ | 1.5d |
5. Conclusions
- (1)
- The failure mode of Ultra-High-Performance Concrete (UHPC) slabs looks like that of traditional concrete slabs, characterized by a jagged conical indentation on the top surface and nearly circular closed cracks on the bottom surface. Thanks to the reinforcing properties of steel fibers, UHPC slabs exhibit superior punching shear performance compared to conventional concrete slabs, particularly in failure mode, crack propagation, and ultimate load-carrying capacity.
- (2)
- The punching shear capacity increases linearly with the thickness of the slab, and this increase occurs at a rate that surpasses that of flexural capacity. A critical thickness that delineates punching shear failure from flexural failure is advised to be no less than 100 mm. Furthermore, an increase in thickness significantly enhances the load at which the first crack occurs.
- (3)
- The punching shear capacity increases with the increase of steel fiber volume fraction, with a more pronounced rise in the first cracking load.
- (4)
- The punching shear capacity significantly improves with a higher reinforcement ratio; however, the increase in the load at which the first crack occurs is minimal.
- (5)
- The punching shear capacity of UHPC slabs experiences a mere reduction of 1.87% when granite powder is utilized to replace 10% of the mass of silica fume.
- (6)
- A method for calculating the failure perimeter at the bottom surface has been proposed. This information can be a valuable reference for future research and engineering applications.
- (7)
- The test did not exhibit any flexural failure mode; therefore, the critical thickness value proposed in this paper requires validation through additional tests involving greater thickness. It is also recommended that further investigations be conducted into the interaction between punching shear and bending, as well as the effects of dynamic loading.
- (8)
- Among the available prediction models, the JSCE approach provided the most balanced and conservatively accurate estimation of punching shear capacity, effectively incorporating the combined effects of slab thickness, reinforcement ratio, and fiber content, thus highlighting its potential as a reliable reference for future design recommendations.
- (9)
- Although serviceability was not the primary focus of this study, a serviceability limit of Span/800 may be adopted for UHPC bridge deck slabs under general vehicular loading. This serviceability limit is specified in the 2020 AASHTO LRFD Bridge Design Specifications for concrete bridge deck slabs. These limits are intended to ensure user comfort, durability of wearing surfaces, and protection of structural and non-structural components from excessive deformation. Excessive deflections can cause surface cracking, loss of bond, and premature deterioration of overlays.
- (10)
- Although mechanical test results indicated minimal performance reduction when substituting 10% of silica fume with granite powder, no SEM (Scanning Electron Microscopy) analysis was conducted in this study to investigate potential changes in the microstructure. Future research should include SEM and related microstructural analyses to better understand the interaction between granite powder and the cementitious matrix, and to validate its long-term implications for durability and performance.
- (11)
- Although each configuration was tested using a single specimen, experimental repeatability was supported by strict standardization of material preparation, curing, instrumentation, and loading protocols. This approach is common in UHPC and structural slab research, where cost and scale limit extensive repetition. Nonetheless, for increased statistical robustness and validation of variability, future work should include multiple specimens per test configuration.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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Phase No. | Slab No. | Concrete Type | Slab Thickness (mm) | Reinforcements Ratio (%) | Substitution Rate of Granite Powder (%) | Steel Fiber Volumetric Fraction (%) |
---|---|---|---|---|---|---|
Phase I | U50 | UHPC | 50 | 3.50 | 0 | 2 |
U65 | UHPC | 65 | 2.45 | 0 | 2 | |
U75 | UHPC | 75 | 2.04 | 0 | 2 | |
U85 | UHPC | 85 | 1.75 | 0 | 2 | |
U100 | UHPC | 100 | 1.44 | 0 | 2 | |
C50-100 | NSC | 100 | 1.44 | 0 | 2 | |
Phase II | U0R35 | UHPC | 50 | 3.50 | 10 | 0 |
U1R35 | UHPC | 50 | 3.50 | 10 | 1 | |
U2R0 | UHPC | 50 | 0 | 10 | 2 | |
U2R13 | UHPC | 50 | 1.34 | 10 | 2 | |
U3R35 | UHPC | 50 | 3.50 | 10 | 3 |
Materials | Cement | Silica Fume | Granite Powder | Fine Sand | Water Reducer | Water | Steel Fiber Content |
---|---|---|---|---|---|---|---|
Mixing proportion | 1 | 0.27 | 0.03 | 1.2 | 0.025 | 0.18 | 2% * |
Slab No. | The First Crack Load Pcr (kN) | Mid-Span Deflection Corresponding to Pcr (mm) | Ultimate Load Pu (kN) | Mid-Span Deflection Corresponding to Pu (mm) | Pcr/Pu |
---|---|---|---|---|---|
U50 | 30 | 1.75 | 315 | 33.31 | 0.10 |
U65 | 40 | 1.63 | 430 | 41.68 | 0.10 |
U75 | 75 | 2.59 | 520 | 33.5 | 0.14 |
U85 | 80 | 2.33 | 585 | 29.67 | 0.14 |
U100 | 155 | 1.63 | 645 | 25.45 | 0.24 |
C50-100 | 120 | 1.51 | 465 | 14.45 | 0.26 |
Slab No. | Mfu (kN.m) | Ff (kN) | Fu (kN) | Fu/Ff |
---|---|---|---|---|
U50 | 52.63 | 414.47 | 315 | 0.76 |
U65 | 65.00 | 511.90 | 430 | 0.84 |
U75 | 73.37 | 577.78 | 520 | 0.90 |
U85 | 79.02 | 622.34 | 585 | 0.94 |
U100 | 82.73 | 651.52 | 645 | 0.99 |
C50-100 | 68.66 | 540.70 | 465 | 0.86 |
Specimen No. | Reinforcement Ratio (%) | Substitution Rate of Granite Powder (%) | Steel Fiber Volumetric Fraction (%) | Cubic Compressive Strength (MPa) | Elastic Modulus (MPa) | Bending Strength (MPa) | The first Crack Load (kN) | Ultimate Load (kN) |
---|---|---|---|---|---|---|---|---|
U50 | 3.50 | 0 | 2 | 103.56 | 35.31 | 16.10 | 35 | 315 |
U0R35 | 3.50 | 10 | 0 | 110.27 | 36.47 | 18.22 | 15 | 250 |
U1R35 | 3.50 | 10 | 1 | 124.77 | 38.37 | 21.83 | 25 | 295 |
U2R0 | 0 | 10 | 2 | 127.45 | 39.86 | 23.01 | 22 | 180 |
U2R134 | 1.34 | 10 | 2 | 120.34 | 38.33 | 20.71 | 25 | 240 |
U3R35 | 3.50 | 10 | 3 | - | - | - | 40 | 355 |
Specimen No. | Punching Shear Failure Radius (mm) | Slab Thickness (mm) | Punching Shear Angle (°) |
---|---|---|---|
U50 | 153.9 | 50 | 18 |
U0R35 | 137.4 | 50 | 20 |
U1R35 | 123.8 | 50 | 22 |
U2R0 | 186.6 | 50 | 15 |
U2R134 | 107.2 | 50 | 25 |
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Liu, J.; Chen, B.; Afefy, H.M.; Sennah, K. Experimental Study on Punching Shear Behavior of Ultra-High-Performance Concrete (UHPC) Slabs. Buildings 2025, 15, 1656. https://doi.org/10.3390/buildings15101656
Liu J, Chen B, Afefy HM, Sennah K. Experimental Study on Punching Shear Behavior of Ultra-High-Performance Concrete (UHPC) Slabs. Buildings. 2025; 15(10):1656. https://doi.org/10.3390/buildings15101656
Chicago/Turabian StyleLiu, Junping, Baochun Chen, Hamdy M. Afefy, and Khaled Sennah. 2025. "Experimental Study on Punching Shear Behavior of Ultra-High-Performance Concrete (UHPC) Slabs" Buildings 15, no. 10: 1656. https://doi.org/10.3390/buildings15101656
APA StyleLiu, J., Chen, B., Afefy, H. M., & Sennah, K. (2025). Experimental Study on Punching Shear Behavior of Ultra-High-Performance Concrete (UHPC) Slabs. Buildings, 15(10), 1656. https://doi.org/10.3390/buildings15101656