Experimental Investigation of Flexural Behavior of Ultra-High-Performance Concrete with Coarse Aggregate-Filled Steel Tubes
Abstract
:1. Introduction
2. Experimental Program
2.1. Test Design
2.2. Materials Properties
2.2.1. Steel
2.2.2. UHPC with Coarse Aggregate
2.3. Experimental Setup and Loading Procedure
3. Test Results and Discussion
3.1. Failure Modes
3.2. Overall Deflection Curves
3.3. Moment–Curvature Relationship
- (1)
- Elastic stage: the moment increases linearly with the curvature until the moment reaches 70~80% of ultimate flexural capacity. The moment increases sharply in this stage, while the increase of the curvature is mild. The stiffness remains almost constant, while the steel tube and the compression zone of the CA-UHPC infill remain in an elastic state during this stage. When the load reaches 30~40% of ultimate flexural capacity, the tensile stress in the tensile flange of the concrete exceeds the tensile strength, resulting in transverse cracking. With regard to the core CA-UHPC infilled with steel fiber, the steel fiber is able to restrain the initiation and extension of tensile cracks triggered during this stage, thus enhancing the flexural performance of the concrete core.
- (2)
- Elastic–plastic stage: the moment increases moderately while the curvature increases rapidly. The specimen presents nonlinear response as the gradient of the curves decreases. The yield zone at the bottom flange of the steel tube gradually extends to the compression zone, while the top region of the steel tube and the CA-UHPC are still in an elastic state. The yielding of steel tube tensile flange and the cracking of the concrete core in the tensile zone accelerate the degradation of the section flexural stiffness of the CA-UHPCFST beam. The interaction between the steel tube and the UHPC infill is triggered in this stage, and this can restrict the development of cracks in the CA-UHPC core along the height of the section.
- (3)
- Plastic hardening stage: there is a nearly linear relationship between the bending moment and curvature; however, the slope of the curve is much lower than during the elastic stage. The moment increases at a moderate rate, but nevertheless the curvature increases rapidly. Near point C, the top edge of the steel tube has yielded and the compressive top fiber of CA-UHPC infill is crushed. The stiffness of the specimen decreases dramatically due to the gradual yielding of the steel tube from the tensile flange and the compression edge to the neutral axis. Until the termination of the test, the curve still increases continually, and no distinct softening stage can be observed; the increasing rate of moment in plastic hardening stage is distinctly higher than that of the normal- and high-strength concrete-filled steel tubes or stainless steel tubes. It is demonstrated that the CA-UHPCFST beams under pure bending have better ductility than conventional CFSTs [18,34,35]. This may be ascribed to the higher flexural strength of UHPC and the interaction effect between the steel tube and the CA-UHPC core, where the CA-UHPC prevents the inward local buckling of the steel tube, and accordingly, the further strength degradation and cracking of the core CA-UHPC is restricted due to the confinement provided by the external steel tube.
3.4. Moment–Strain Relationship
3.5. Ultimate Flexural Capacity
3.6. Flexural Stiffness
3.7. Ductility and Energy Dissipation Capacity
3.8. Strain Ratio
4. Design Guidelines
4.1. Comparisons of Flexural Stiffness
4.2. Comparisons of Ultimate Flexural Capacity
5. Conclusions
- (1)
- All the CA-UHPCFST members behaved in a good ductile manner. The failure mode of specimens was similar to that of conventional CFST specimens. The addition of steel fiber had a limited effect on the global failure mode, whereas it was able to effectively reduce the number and depth of the tensile cracks, as well as mitigating the crushing in the compressive zone of the CA-UHPC infill.
- (2)
- The flexural stiffness, ultimate flexural capacity and hardening stage flexural moment were significantly enhanced with increased steel tube thickness. The increase in concrete strength for CA-UHPC without steel fiber had a limited effect on the flexural capacity. The incorporation of steel fiber was able to moderately increase the ultimate flexural capacity of the CA-UHPCFST members as well as lengthen the elastic stage of moment-versus-curvature curve.
- (3)
- The yield flexural moment of the CA-UHPCFST members under bending was approximately 0.7 times the ultimate flexural strength. The confinement effect in the compressive zone and the centroidal plane was triggered after the specimen entered the elastic–plastic stage, while the confinement effect in the tensile flange was minor or even negligible throughout the whole loading process.
- (4)
- Two empirical formulas were developed to predict the initial flexural stiffness and serviceability-level flexural stiffness of circular CA-UHPCFSTs. EC 4, AIJ, AS 5100 presented conservative results for the initial flexural stiffness, BS 5400-5 and AISC/LRFD gave the most accurate prediction on the value of Ki. Additionally, EC 4, AS 5100, BS 5400-5 and AISC/LRFD overestimated the serviceability-level flexural stiffness.
- (5)
- The current design rules are imprecise for calculating the ultimate flexural moment of CA-UHPCFSTs, with AIJ and BS 5400 presenting conservative results for the flexural capacity of circular CA-UHPCFST beams subjected to pure bending load, while EC 4, GB 50936, and the formula proposed by Han overestimate the ultimate flexural capacity. Further research is still required to propose accurate design formulas for the ultimate flexural capacity of CA-UHPCFSTs.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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Specimen | L (mm) | D (mm) | t (mm) | fy (MPa) | As (mm2) | fck (MPa) | Ac (mm2) | ξ | Mu (kN∙m) | Ke (kN∙m2) | |
---|---|---|---|---|---|---|---|---|---|---|---|
Ki | Ks | ||||||||||
BC20S6 | 1400 | 114 | 6 | 406 | 2035 | 101 | 8167 | 1.00 | 30.52 | 709 | 636 |
BC30S6 | 1400 | 114 | 6 | 406 | 2035 | 108 | 8167 | 0.94 | 30.66 | 749 | 671 |
BC32S6 | 1400 | 114 | 6 | 406 | 2035 | 124 | 8167 | 0.82 | 38.52 | 924 | 809 |
BC02S6 | 1400 | 114 | 6 | 406 | 2035 | 112 | 8167 | 0.90 | 33.68 | 819 | 728 |
BC32S4.5 | 1400 | 114 | 4.5 | 420 | 1547 | 124 | 8655 | 0.61 | 27.72 | 706 | 587 |
BC32S8 | 1400 | 114 | 8 | 400 | 2662 | 124 | 7539 | 1.14 | 43.66 | 940 | 879 |
BC32S10 | 1400 | 114 | 10 | 429 | 3285 | 124 | 6936 | 1.63 | 53.24 | 1154 | 1132 |
Thickness (mm) | fy (MPa) | fu (MPa) | Es (GPa) |
---|---|---|---|
4.5 | 420 | 603 | 205 |
6 | 406 | 589 | 206 |
8 | 400 | 592 | 206 |
10 | 429 | 587 | 205 |
Mix | Content (kg/m3) | fcu (MPa) | fck (MPa) | Ec (GPa) | ||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|
Cement | Silica Fume | Fly Ash | Steel Fiber | PPF | Water | SP | Sand | Granite | ||||
C20 | 599.24 | 138.29 | 184.38 | 0.0 | 0.9 | 165.94 | 23.05 | 1014.10 | 430 | 113 | 101 | 39 |
C30 | 493.49 | 113.88 | 151.84 | 0.0 | 0.9 | 136.66 | 18.98 | 835.14 | 817 | 117 | 108 | 42 |
C32 | 449.22 | 103.67 | 138.22 | 157.0 | 0.9 | 124.40 | 17.28 | 760.22 | 817 | 139 | 124 | 48 |
C02 | 660.72 | 152.47 | 203.30 | 157.0 | 0.9 | 182.97 | 25.41 | 1118.13 | 0 | 126 | 112 | 41 |
Composition | Na2O | MgO | Al2O3 | SiO2 | SO3 | Fe2O3 | P2O5 | CaO | K2O | MnO | ZnO | SrO |
---|---|---|---|---|---|---|---|---|---|---|---|---|
Cement | 0.079 | 2.14 | 4.5 | 19.58 | 3.06 | 3.119 | 0.128 | 64.94 | 0.75 | 0.127 | 0.024 | 0.148 |
Silica fume | 0.068 | 0.224 | 0.354 | 92.87 | 1.26 | 0.113 | 0.11 | 0.213 | 0.332 | 0.008 | 0.019 | 0.005 |
Fly ash | 0.552 | 0.575 | 30.63 | 48.74 | 0.706 | 2.611 | 0.247 | 2.44 | 1.25 | 0.016 | 0.013 | 0.060 |
Specimen | My (kN∙m) | Mu (kN∙m) | δy (mm) | δu (mm) | Ey (kN∙m) | Eu (kN∙m) | My/Mu | μ = δu/δy | Eu/Ey |
---|---|---|---|---|---|---|---|---|---|
BC20S6 | 20.04 | 30.52 | 5.14 | 20.22 | 254.42 | 2313.45 | 0.66 | 3.93 | 9.09 |
BC30S6 | 20.8 | 30.66 | 5.63 | 20.43 | 277.05 | 2330.89 | 0.68 | 3.63 | 8.41 |
BC32S6 | 28.96 | 38.52 | 6.28 | 20.04 | 464.46 | 2845.67 | 0.75 | 3.19 | 6.13 |
BC02S6 | 22.63 | 33.68 | 5.92 | 21.16 | 325.15 | 2562.51 | 0.67 | 3.57 | 7.88 |
BC32S4.5 | 18.91 | 27.72 | 5.63 | 21.41 | 259.34 | 2264.70 | 0.68 | 3.80 | 8.73 |
BC32S8 | 32.72 | 43.66 | 8.34 | 23.78 | 640.45 | 3561.25 | 0.75 | 2.85 | 5.56 |
BC32S10 | 38.52 | 53.24 | 10.56 | 23.70 | 944.75 | 4072.25 | 0.72 | 2.24 | 4.31 |
Design Codes | Formula |
EC 4 (2005) [19] | |
AISC/LRFD (1999) [24] | |
AS 5100.6 (2004) [26] | |
AIJ (1997) [25] | |
BS 5400-5 (2005) [27], GB 50936 (2014) [28] |
Specimen Label | Ki (kN∙m2) | EC 4 | AIJ | AS 5100 | BS 5400 | AISC/LRFD | Equation (6) | ||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|
Kic | Kic/Ki | Kic | Kic/Ki | Kic | Kic/Ki | Kic | Kic/Ki | Kic | Kic/Ki | Kic | Kic/Ki | ||
BC20S6 | 707 | 730 | 1.03 | 652 | 0.92 | 728 | 1.03 | 809 | 1.14 | 769 | 1.09 | 789 | 1.12 |
BC30S6 | 749 | 732 | 0.98 | 653 | 0.87 | 730 | 0.98 | 811 | 1.08 | 772 | 1.03 | 792 | 1.06 |
BC23S6 | 924 | 760 | 0.82 | 662 | 0.72 | 772 | 0.84 | 858 | 0.93 | 809 | 0.87 | 833 | 0.90 |
BC02S6 | 819 | 707 | 0.86 | 644 | 0.79 | 693 | 0.85 | 770 | 0.94 | 739 | 0.90 | 754 | 0.92 |
BC23S4.5 | 706 | 643 | 0.91 | 533 | 0.76 | 678 | 0.96 | 753 | 1.07 | 698 | 0.99 | 726 | 1.03 |
BC23S8 | 940 | 900 | 0.96 | 816 | 0.87 | 885 | 0.94 | 983 | 1.05 | 942 | 1.00 | 963 | 1.02 |
BC23S10 | 1116 | 1024 | 0.92 | 953 | 0.85 | 985 | 0.88 | 1094 | 0.98 | 1059 | 0.95 | 1077 | 0.97 |
Mean value | 0.926 | 0.825 | 0.925 | 1.027 | 0.977 | 1.002 | |||||||
COV | 0.077 | 0.090 | 0.078 | 0.078 | 0.076 | 0.077 |
Specimen Label | Ks (kN∙m2) | EC 4 | AIJ | AS 5100 | BS 5400 | AISC/LRFD | Equation (7) | ||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|
Ksc | Ksc/Ks | Ksc | Ksc/Ks | Ksc | Ksc/Ks | Ksc | Ksc/Ks | Ksc | Ksc/Ks | Ksc | Ksc/Ks | ||
BC20S6 | 636 | 730 | 1.15 | 652 | 1.02 | 728 | 1.14 | 809 | 1.27 | 769 | 1.21 | 711 | 1.12 |
BC30S6 | 671 | 732 | 1.09 | 653 | 0.97 | 730 | 1.09 | 811 | 1.21 | 772 | 1.15 | 712 | 1.06 |
BC23S6 | 809 | 760 | 0.94 | 662 | 0.82 | 772 | 0.95 | 858 | 1.06 | 809 | 1.00 | 735 | 0.91 |
BC02S6 | 728 | 707 | 0.97 | 644 | 0.89 | 693 | 0.95 | 770 | 1.06 | 739 | 1.02 | 692 | 0.95 |
BC23S4.5 | 587 | 643 | 1.10 | 533 | 0.91 | 678 | 1.15 | 753 | 1.28 | 698 | 1.19 | 616 | 1.05 |
BC23S8 | 879 | 900 | 1.02 | 816 | 0.93 | 885 | 1.01 | 983 | 1.12 | 942 | 1.07 | 879 | 1.00 |
BC23S10 | 1132 | 1024 | 0.90 | 953 | 0.84 | 985 | 0.87 | 1094 | 0.97 | 1059 | 0.94 | 1006 | 0.89 |
Mean value | 1.025 | 0.912 | 1.024 | 1.138 | 1.082 | 0.997 | |||||||
COV | 0.088 | 0.079 | 0.105 | 0.105 | 0.096 | 0.085 |
Specimen Label | Mu (kN∙m) | EC 4 | AIJ | BS 5400-5 | GB 50936 | Han | |||||
---|---|---|---|---|---|---|---|---|---|---|---|
Muc | Muc/Mu | Muc | Muc/Mu | Muc | Muc/Mu | Muc | Muc/Mu | Muc | Muc/Mu | ||
BC20S6 | 30.5 | 41.5 | 1.36 | 29.5 | 0.97 | 29.5 | 0.97 | 38.6 | 1.27 | 36.4 | 1.19 |
BC30S6 | 30.6 | 41.5 | 1.35 | 29.5 | 0.96 | 29.7 | 0.97 | 39.1 | 1.28 | 36.6 | 1.19 |
BC32S6 | 38.5 | 41.7 | 1.08 | 29.5 | 0.77 | 30.1 | 0.78 | 41.3 | 1.07 | 37.6 | 0.98 |
BC02S6 | 33.7 | 41.6 | 1.23 | 29.5 | 0.88 | 29.9 | 0.89 | 39.9 | 1.19 | 36.9 | 1.10 |
BC32S4.5 | 27.7 | 33.5 | 1.21 | 23.2 | 0.84 | 23.9 | 0.86 | 36.8 | 1.33 | 29.6 | 1.07 |
BC32S8 | 43.6 | 52.3 | 1.20 | 38.1 | 0.87 | 38.2 | 0.87 | 42.7 | 0.98 | 49.9 | 1.14 |
BC32S10 | 53.2 | 67.1 | 1.26 | 50.1 | 0.94 | 48.9 | 0.92 | 32.6 | 0.61 | 68.8 | 1.29 |
Mean value | 1.242 | 0.890 | 0.895 | 1.103 | 1.137 | ||||||
COV | 0.077 | 0.083 | 0.073 | 0.226 | 0.090 |
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Wu, F.; Zeng, Y.; Li, B.; Lyu, X. Experimental Investigation of Flexural Behavior of Ultra-High-Performance Concrete with Coarse Aggregate-Filled Steel Tubes. Materials 2021, 14, 6354. https://doi.org/10.3390/ma14216354
Wu F, Zeng Y, Li B, Lyu X. Experimental Investigation of Flexural Behavior of Ultra-High-Performance Concrete with Coarse Aggregate-Filled Steel Tubes. Materials. 2021; 14(21):6354. https://doi.org/10.3390/ma14216354
Chicago/Turabian StyleWu, Fanghong, Yanqin Zeng, Ben Li, and Xuetao Lyu. 2021. "Experimental Investigation of Flexural Behavior of Ultra-High-Performance Concrete with Coarse Aggregate-Filled Steel Tubes" Materials 14, no. 21: 6354. https://doi.org/10.3390/ma14216354