Experimental Study on Shear Behavior of Precast High-Strength Concrete Segmental Beams with External Tendons and Dry Joints
Abstract
:1. Introduction
2. Experimental Program
2.1. Design of Specimens
2.2. Materials of Specimens
2.3. Fabrication of Specimens
2.4. Test Setup and Instrumentation
3. Test Results and Discussion
3.1. Cracking Propagations and Failure Modes
3.2. Deflection Characteristics
3.3. Variations of Tendons Stresses
3.4. Opening Width of Joints
3.5. Steel Strain Variations
3.6. Effect of Test Parameters on Ultimate Load Capacity
3.6.1. Concrete Strength
3.6.2. Shear Span-Depth Ratio
3.6.3. Stirrup Ratio
3.6.4. Joint Number and Joint Location
4. Comparison of Experimental Results with Theoretical Prediction
4.1. AASHTO 2017
4.2. Chinese Code 2018
4.3. Comparison between ACI 318-14 and Test Results
5. Recommendation
Shear Capacity Equation Based on Modified STM
6. Conclusions
- For monolithic beams, the flexural cracks were initiated first at the bottom of the web. The initial web-shear cracks of the segmental beams occurred from the root of the shear keys. These web cracks propagated along the line linking the loading point and the support, and a diagonal primary crack caused the shear failure of the monolithic and segmental beams. The higher the concrete strength and the higher the stirrup ratio, the fewer cracks were observed in the segmental beams when failure occurred.
- The tension stress in external tendons kept almost constant until the opening of the joints. After joints opened, the tension stress increased rapidly while the increasing rate of the load is descended.
- The segmental beams with external tendons and dry joints reduced the shear strength by about 30% compared to the monolithic beam. Increasing the strength of concrete or stirrup ratio can effectively improve the ultimate shear capacity of the precast high-strength segmental beams. The shear span-depth ratio is inversely proportional to ultimate shear capacity for all specimens.
- The average ratios of the experimental results to the predictions by AASHTO 2017 and Chinese Code 2018 were 2.12 and 1.80, with a standard deviation of 0.58, and 0.44, respectively. AASHTO 2017 calculations show an over-conservative estimation of shear strengths for test beams. When it was extended to calculate the shear strength of ED-PHCSBs, the calculated results of Chinese Code 2018 were closer to the experimental results than those by AASHTO 2017.
- The ACI 318-14 Appendix A provisions predicted the shear strength of precast high-strength concrete segmental beams conservatively; the average ratio of experimental shear strength to the calculated value was 1.74 with a standard deviation of 0.24. The calculation value of the concrete struts in ACI 318-14 Appendix A provision is significantly larger than the ties. The failure controlling factor of the test beams is determined by the controlling factor of ties. It was contradicted by the fact that some test beams were destroyed by the concrete shear compression.
- The modified STM presented in this paper comprehensively considered two failure modes of concrete shear failure and steel strand fracture. The reduction factor of 0.85 for the effect of dry joints based on AASHTO 2003 was adopted to predict the shear capacity of ED-PHCSBs. The average ratios of experimental shear strengths to the calculated values by modified STM were 0.98 with a standard deviation of 0.08. It is indicated that the strength reducing factor of 0.85 suiting for the conventional concrete also calculate accurately to the ultimate shear strength of ED-PHCSBs.
Author Contributions
Funding
Conflicts of Interest
References
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Specimens | Stirrup Ratio Shear Span Number (%) | Concrete Strength | Number of Joints | Shear Span Ratio (a/h) | Test Parameter |
---|---|---|---|---|---|
M1.3-C85-P37-None-None | 0.37 | 81.09 | 0 | 1.3 | Construction method |
S1.3-C85-P37-N2-b280 | 0.37 | 84.30 | 2 | 1.3 | Benchmark beam |
S1.3-C85-P46-N2-b280 | 0.46 | 84.30 | 2 | 1.3 | Stirrup ratio |
S1.8-C85-P37-N2-b280 | 0.37 | 86.64 | 2 | 1.8 | Shear span ratio |
S2.3-C85-P37-N2-b280 | 0.37 | 85.46 | 2 | 2.3 | Shear span ratio |
S1.3-C115-P37-N2-b280 | 0.37 | 114.85 | 2 | 1.3 | Concrete strength |
S1.3-C55-P37-N2-b280 | 0.37 | 53.97 | 2 | 1.3 | Concrete strength |
S1.8-C85-P37-N2-b420 | 0.37 | 85.46 | 2 | 1.8 | Joint location |
S2.3-C85-P37-N4-b280 | 0.37 | 83.12 | 4 | 2.3 | Joint number |
Concrete Type | Concrete Strength (MPa) | Elastic Modulus (GPa) | ||||||||
---|---|---|---|---|---|---|---|---|---|---|
1 | 2 | 3 | Average Value (MPa) | Standard Deviation | 1 | 2 | 3 | Average Value (GPa) | Standard Deviation | |
C55 | 53.97 | 57.41 | 50.53 | 53.97 | 2.81 | 32.30 | 40.32 | 35.41 | 36.01 | 3.30 |
C85 | 82.73 | 88.13 | 83.78 | 84.88 | 2.34 | 40.80 | 40.18 | 39.59 | 40.19 | 2.21 |
C115 | 114.86 | 116.04 | 113.65 | 114.85 | 0.98 | 44.56 | 48.48 | 43.28 | 45.44 | 0.49 |
Concrete Type | Mixture Quantity (kg/m3) | |||||
---|---|---|---|---|---|---|
Coarse Aggregate | Sand | Water | Cement | Silica Fume | Super-Plasticizer | |
C55 | 1234 | 608 | 200 | 408 | — | 4.88 |
C85 | 1208 | 650 | 140 | 447 | — | 9.76 |
C115 | — | 960 | 232 | 800 | 240 | 46 |
Specimens | Ultimate Loads (kN) | Cracking Loads (kN) | Stress Increments of External Tendon ∆f (MPa) | Maximum Deflection at Midspan (mm) | Failure Modes | |||
---|---|---|---|---|---|---|---|---|
#1 | #2 | #3 | #4 | |||||
M1.3-C85-P37-None-None | 729.0 | 364.6 | 771.9 | 817.5 | 927.0 | 470.8 | 23.604 | SC |
S1.3-C85-P37-N2-b280 | 487.5 | 247.9 | 729.9 | 746.4 | 875.9 | 890.5 | 19.228 | SC |
S1.3-C85-P46-N2-b280 | 565.2 | 253.1 | 618.6 | 715.3 | 833.9 | 885.0 | 12.646 | SC |
S1.8-C85-P37-N2-b280 | 360.1 | 254.3 | 372.3 | 344.9 | 476.3 | 465.3 | 9.828 | SC |
S2.3-C85-P37-N2-b280 | 358.0 | 218 | 788.3 | 801.1 | 861.3 | 852.2 | 20.934 | SC |
S1.3-C115-P37-N2-b280 | 556.0 | 230 | 593.1 | 573 | 709.9 | 691.6 | 16.636 | AT |
S1.3-C55-P37-N2-b280 | 363.0 | 222.9 | 386.9 | 390.5 | 498.2 | 505.5 | 7.937 | SC |
S1.8-C85-P37-N2-b420 | 402.2 | 180 | 625.9 | 636.9 | 788.3 | 768.2 | 18.746 | SC |
S2.3-C85-P37-N4-b280 | 339.5 | 156.8 | 660.6 | 748.2 | 863.1 | 826.6 | 23.681 | SC |
Specimens | bv (mm) | dv (mm) | θ (°) | β | s (mm) | Shear Strength (kN) | VE/VA | |||
---|---|---|---|---|---|---|---|---|---|---|
VE | VA | |||||||||
M1.3-C85-P37-None-None | 81.09 | 110.00 | 280.00 | 57.00 | 45.00 | 2.00 | 140 | 364.50 | 106.45 | 3.42 |
S1.3-C85-P37-N2-b280 | 84.30 | 110.00 | 280.00 | 57.00 | 45.00 | 2.00 | 140 | 243.75 | 107.37 | 2.27 |
S1.3-C85-P46-N2-b280 | 84.30 | 110.00 | 280.00 | 57.00 | 45.00 | 2.00 | 95 | 286.00 | 120.11 | 2.38 |
S1.8-C85-P37-N2-b280 | 86.64 | 110.00 | 280.00 | 57.00 | 45.00 | 2.00 | 140 | 180.05 | 108.02 | 1.67 |
S2.3-C85-P37-N2-b280 | 85.46 | 110.00 | 280.00 | 57.00 | 45.00 | 2.00 | 140 | 179.00 | 107.69 | 1.66 |
S1.3-C115-P37-N2-b280 | 114.8 | 110.00 | 280.00 | 57.00 | 45.00 | 2.00 | 140 | 278.00 | 115.32 | 2.41 |
S1.3-C55-P37-N2-b280 | 53.97 | 110.00 | 280.00 | 57.00 | 45.00 | 2.00 | 140 | 181.50 | 97.86 | 1.85 |
S1.8-C85-P37-N2-b420 | 85.46 | 110.00 | 280.00 | 57.00 | 45.00 | 2.00 | 140 | 201.10 | 107.69 | 1.87 |
S2.3-C85-P37-N4-b280 | 83.12 | 110.00 | 280.00 | 57.00 | 45.00 | 2.00 | 140 | 169.50 | 107.03 | 1.58 |
For all beams: the average of VE/VA is 2.12, with the standard deviations of 0.58. |
Specimens | b (mm) | h0 (mm) | P | Shear Strength (kN) | VE/VJ | ||||
---|---|---|---|---|---|---|---|---|---|
VE | VJ | ||||||||
M1.3-C85-P37-None-None | 81.09 | 110.00 | 280.00 | 282.99 | 5.00 | 1.65 | 364.50 | 134.98 | 2.70 |
S1.3-C85-P37-N2-b280 | 84.30 | 110.00 | 280.00 | 282.99 | 5s.00 | 0.92 | 243.75 | 126.02 | 1.93 |
S1.3-C85-P46-N2-b280 | 84.30 | 110.00 | 280.00 | 282.99 | 5.00 | 0.92 | 286.00 | 139.58 | 2.05 |
S1.8-C85-P37-N2-b280 | 86.64 | 110.00 | 280.00 | 282.99 | 5.00 | 0.92 | 180.05 | 126.20 | 1.43 |
S2.3-C85-P37-N2-b280 | 85.46 | 110.00 | 280.00 | 282.99 | 5.00 | 0.92 | 179.00 | 126.10 | 1.42 |
S1.3-C115-P37-N2-b280 | 114.85 | 110.00 | 280.00 | 282.99 | 5.00 | 0.92 | 278.00 | 135.04 | 2.06 |
S1.3-C55-P37-N2-b280 | 53.97 | 110.00 | 280.00 | 282.99 | 5.00 | 0.92 | 181.50 | 111.51 | 1.63 |
S1.8-C85-P37-N2-b420 | 85.46 | 110.00 | 280.00 | 282.99 | 5.00 | 0.92 | 201.10 | 126.22 | 1.59 |
S2.3-C85-P37-N4-b280 | 83.12 | 110.00 | 280.00 | 282.99 | 5.00 | 0.92 | 169.50 | 125.83 | 1.35 |
For all beams: the average of VE/VA is 1.80, with the standard deviations of 0.44. |
Specimens | b (mm) | |||||||||
---|---|---|---|---|---|---|---|---|---|---|
M1.3-C85-P37-None-None | 150 | 38.29 | 0.62 | 183.26 | 110.00 | 20158.79 | 0.75 | 81.09 | 1042.106 | 646.11 |
S1.3-C85-P37-N2-b280 | 150 | 38.29 | 0.62 | 183.26 | 110.00 | 20158.79 | 0.75 | 84.30 | 1083.359 | 671.68 |
S1.3-C85-P46-N2-b280 | 150 | 38.29 | 0.62 | 183.26 | 110.00 | 20158.79 | 0.75 | 84.30 | 1083.359 | 671.68 |
S1.8-C85-P37-N2-b280 | 150 | 29.98 | 0.50 | 174.61 | 110.00 | 19207.43 | 0.75 | 86.64 | 1060.884 | 530.44 |
S1.3-C115-P37-N2-b280 | 150 | 38.29 | 0.62 | 183.26 | 110.00 | 20158.79 | 0.75 | 114.85 | 1475.964 | 915.10 |
S1.3-C55-P37-N2-b280 | 150 | 38.29 | 0.62 | 183.26 | 110.00 | 20158.79 | 0.75 | 53.97 | 693.5808 | 430.02 |
S1.8-C85-P37-N2-b420 | 150 | 29.98 | 0.50 | 174.61 | 110.00 | 19207.43 | 0.75 | 85.46 | 1046.435 | 523.22 |
Specimens | ||||||||
---|---|---|---|---|---|---|---|---|
M1.3-C85-P37-None-None | 226.20 | 461.50 | 219.20 | 961.00 | 1674.00 | 0.79 | 232.07 | 372.10 |
S1.3-C85-P37-N2-b280 | 0.00 | 461.50 | 219.20 | 892.50 | 1674.00 | 0.79 | 144.14 | 289.69 |
S1.3-C85-P46-N2-b280 | 0.00 | 461.50 | 219s.20 | 895.25 | 1674.00 | 0.79 | 144.58 | 289.69 |
S1.8-C85-P37-N2-b280 | 0.00 | 461.50 | 219.20 | 870.00 | 1674.00 | 0.58 | 127.16 | 211.70 |
S1.3-C115-P37-N2-b280 | 0.00 | 461.50 | 219.20 | 878.25 | 1674.00 | 0.79 | 134.78 | 289.69 |
S1.3-C55-P37-N2-b280 | 0.00 | 461.50 | 219.20 | 834.75 | 1674.00 | 0.79 | 116.07 | 289.69 |
S1.8-C85-P37-N2-b420 | 0.00 | 461.50 | 219.20 | 718.75 | 1674.00 | 0.58 | 104.91 | 211.70 |
Specimens | Calculated Results Based on ACI 318-14 | Calculated Results Based on Modified STM | |||||||
---|---|---|---|---|---|---|---|---|---|
Control Factors | |||||||||
M1.3-C85-P37-None-None | 646.11 | 232.07 | 232.07 | 340.47 | 372.10 | 340.47 | Struts | 364.50 | 1.07 |
S1.3-C85-P37-N2-b280 | 671.68 | 144.14 | 144.14 | 289.40 | 289.69 | 289.40 | Struts | 243.75 | 0.84 |
S1.3-C85-P46-N2-b280 | 671.68 | 144.58 | 144.58 | 289.40 | 289.69 | 289.40 | Struts | 286.00 | 0.99 |
S1.8-C85-P37-N2-b280 | 530.44 | 127.16 | 127.16 | 193.45 | 211.70 | 193.45 | Struts | 180.05 | 0.93 |
S1.3-C115-P37-N2-b280 | 915.10 | 134.78 | 134.78 | 394.27 | 289.69 | 289.69 | Ties | 278.00 | 0.96 |
S1.3-C55-P37-N2-b280 | 430.02 | 116.07 | 116.07 | 185.28 | 289.69 | 185.28 | Struts | 181.50 | 0.98 |
S1.8-C85-P37-N2-b420 | 523.22 | 104.91 | 104.91 | 190.81 | 211.70 | 190.81 | Struts | 201.10 | 1.05 |
For all beams calculated based on ACI 318-14: the average of / is 1.74, with the STDEVA being 0.24. For all beams calculated based on modified STM: the average of / is 0.98, with the STDEVA being 0.08. |
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Hu, Z.; Xu, Z.; Zhang, S.; Jiang, H.; Chen, Y.; Xiao, J. Experimental Study on Shear Behavior of Precast High-Strength Concrete Segmental Beams with External Tendons and Dry Joints. Buildings 2022, 12, 134. https://doi.org/10.3390/buildings12020134
Hu Z, Xu Z, Zhang S, Jiang H, Chen Y, Xiao J. Experimental Study on Shear Behavior of Precast High-Strength Concrete Segmental Beams with External Tendons and Dry Joints. Buildings. 2022; 12(2):134. https://doi.org/10.3390/buildings12020134
Chicago/Turabian StyleHu, Zebin, Zhenming Xu, Shufeng Zhang, Haibo Jiang, Yuanhang Chen, and Jie Xiao. 2022. "Experimental Study on Shear Behavior of Precast High-Strength Concrete Segmental Beams with External Tendons and Dry Joints" Buildings 12, no. 2: 134. https://doi.org/10.3390/buildings12020134