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Frontiers of Structural and Civil Engineering

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Front. Struct. Civ. Eng.    2024, Vol. 18 Issue (10) : 1556-1575    https://doi.org/10.1007/s11709-024-1103-1
Punching shear behavior of steel fiber reinforced recycled coarse aggregate concrete two-way slab without shear reinforcement
Yongming YAN1, Danying GAO1,2(), Feifei LUO2
. School of Civil Engineering, Zhengzhou University, Zhengzhou 450001, China
. School of Water Conservancy Engineering, Zhengzhou University, Zhengzhou 450001, China
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Abstract

In this paper, the punching shear performance of 8 steel fiber reinforced recycled coarse aggregate concrete (SFRCAC) two-way slabs with a size of 1800 mm × 1800 mm × 150 mm was studied under local concentric load. The effects of RCA replacement ratio (rg) and SF volume fraction (Vf) on the punching shear performance of SFRCAC two-way slabs were investigated. Digital Image Correlation (DIC) measurement and Acoustic Emission (AE) technique were introduced to collect pictures and relevant data during the punching shear test. The test results show that the SFRCAC two-way slab mainly exhibits punching shear failure and flexure failure under local concentric load. The punching shear failure space area of SFRCAC two-way slab has no obvious change with increasing rg, however, show a gradual increase trend with increasing Vf. Both of the punching shear ultimate bearing capacity (Pu) and its deflection of SFRCAC two-way slab decrease with increasing rg and increase with increasing Vf, respectively. Finally, through the regression analysis of the results from this study and the data collected from related literature, the influence of rg and Vf on the Pu of two-way slabs were obtained, and the equations in GB 50010-2010, ACI 318-19, and Eurocode 2 Codes were amended, respectively. Furthermore, the amended equations were all applicable to predicted the ultimate bearing capacity of the ordinary concrete two-way slab, RCAC two-way slab, SFRC two-way slab, and SFRCAC two-way slab.
Keywords recycled coarse aggregate      steel fiber reinforced recycled coarse aggregate concrete      two-way slab      punching shear      punching shear ultimate bearing capacity     
Corresponding Author(s): Danying GAO   
Just Accepted Date: 17 July 2024   Online First Date: 24 September 2024    Issue Date: 29 October 2024
 Cite this article:   
Yongming YAN,Danying GAO,Feifei LUO. Punching shear behavior of steel fiber reinforced recycled coarse aggregate concrete two-way slab without shear reinforcement[J]. Front. Struct. Civ. Eng., 2024, 18(10): 1556-1575.
 URL:  
https://academic.hep.com.cn/fsce/EN/10.1007/s11709-024-1103-1
https://academic.hep.com.cn/fsce/EN/Y2024/V18/I10/1556
Fig.1  Particle size distribution of (a) fine aggregate and (b) coarse aggregate.
Coarse aggregate typeWater absorption (%)Apparent density (kg/m3)Loose bulk density (kg/m3)Crush index (%)Void fraction (%)
RCA4.4892650.41375.414.5149.24
NCA1.3492805.31552.28.9142.32
Tab.1  Properties of RCA and NCA
Picture Tensile strength (MPa) Aspect ratio Nominal diameter (mm) Average length (mm)
1345.00 63.60 0.55 35.00
Tab.2  Properties of SF
Test specimen Water (kg/m3) Cement (kg/m3) Fine aggregate (kg/m3) NCA(kg/m3) RCA(kg/m3) SF (kg/m3) Additional water (kg/m3) Water reducer (kg/m3)
B1 166 415 839 1024 0 78 0.00 4.15
B2 166 415 839 717 307 78 10.85 4.15
B3 166 415 839 512 512 78 18.08 4.15
B4 166 415 839 0 1024 78 36.16 4.15
B5 166 415 839 0 1024 0 36.16 4.15
B6 166 415 839 0 1024 39 36.16 4.15
B7 166 415 839 0 1024 117 36.16 4.15
B8 166 415 839 0 1024 156 36.16 4.15
Tab.3  Mixture proportions of SFRCAC two-way slabs
GroupW/Crg (%)Vf (%)
B10.401.0
B20.4301.0
B30.4501.0
B40.41001.0
B50.41000.0
B60.41000.5
B40.41001.0
B70.41001.5
B80.41002.0
Tab.4  Test plan of SFRCAC two-way slabs
Test specimen fcu (MPa) fts (MPa) fc (MPa) Ec(× 104 MPa)
B1 63.36 5.50 49.41 3.50
B2 61.09 5.21 48.01 3.43
B3 58.47 4.83 43.89 3.37
B4 53.06 4.41 39.43 3.32
B5 54.95 3.96 41.02 3.27
B6 54.82 4.21 40.32 3.34
B7 53.38 5.18 40.14 3.35
B8 53.09 5.27 40.02 3.31
Tab.5  Basic mechanical properties of SFRCAC two-way slab matrix concrete
Fig.2  Detail information of two-way slab reinforcement: (a) physical picture; (b) detail information diagram (unit: mm).
Fig.3  Test loading setup: (a) physical image; (b) schematic diagram.
Fig.4  The diagrams include: (a) the spherical hinge support; (b) the four steel plates with round holes; (c) the location of the spherical hinge supports (unit: mm).
Fig.5  Measuring points: (a) the reinforcement strain gauge; (b) the AE probe; (c) the concrete strain different points on the lower surface of SFRCAC two-way slab (unit: mm).
Fig.6  The load–deflection curves of the bottom surface center point of the two-way slab with different parameters: (a) rg; (b) Vf.
Fig.7  SEM images: (a) ITZ between RCA and mortar; (b) SF in the matrix.
Fig.8  Punching shear failure pictures of the two-way slab: (a) upper surface; (B) lower surface.
Fig.9  The images of cracks on the lower surface during the punching shear failure: (a) B1; (b) B2; (c) B3; (d) B4; (e) B5; (f) B6; (g) B7; (h) B8.
Fig.10  Segmentation diagram of the load–deflection curve for the two-way slab under different load levels.
Fig.11  The output diagrams of energy release positioning: (a) B1; (b) B2; (c) B3; (d) B4; (e) B5; (f) B6; (g) B7; (h) B8.
Fig.12  The schematic diagram of punching failure in the two-way slab: (a) vertical view of two-way slab punching failure; (b) side view of punching cone at different angles.
Fig.13  The reinforcement strains at the measuring points 1 to 5: (a) B1; (b) B2; (c) B3; (d) B4; (e) B5; (f) B6; (g) B7; (h) B8.
Fig.14  The concrete strains at the measuring points 1 to 9: (a) B1; (b) B2; (c) B3; (d) B4; (e) B5; (f) B6; (g) B7; (h) B8.
Fig.15  The relationship between the change rate: (a) Pu1/P01 and rg; (b) Pu2/P02 and λf.
Source of data fcu,k (MPa) fck (MPa) rg Vf Pe (kN) Prediction and analysis
GB50010-2010 ACI 318-19 Eurocode 2
P1 (kN) P1/ Pe P2 (kN) P2/ Pe P3 (kN) P3/ Pe
This test 63.36 52.40 0% 1.0% 519.98 201.95 0.388 335.65 0.646 269.85 0.519
61.09 50.77 30% 1.0% 510.50 199.72 0.391 330.39 0.647 267.03 0.523
58.47 48.41 50% 1.0% 502.49 196.30 0.391 322.62 0.642 262.82 0.523
53.06 43.03 100% 1.0% 476.83 188.22 0.395 304.16 0.638 252.70 0.530
54.95 44.95 100% 0% 382.83 190.75 0.498 310.87 0.812 256.41 0.670
54.82 44.79 100% 0.5% 430.69 190.55 0.442 310.32 0.721 256.10 0.595
53.38 43.34 100% 1.5% 525.56 188.61 0.359 305.36 0.581 253.31 0.481
53.09 43.06 100% 2.0% 561.86 188.22 0.335 304.27 0.542 252.76 0.450
Xiao et al. [18] 52.25 43.72 0% 0% 320.0 146.72 0.459 236.07 0.738 175.60 0.549
44.65 36.34 30% 0% 313.4 136.88 0.437 214.33 0.684 164.65 0.525
38.95 31.16 50% 0% 307.1 128.26 0.418 203.20 0.662 158.90 0.517
37.05 29.64 100% 0% 303.4 124.14 0.409 199.13 0.656 156.77 0.517
42.75 34.55 50% 0.5% 366.8 134.28 0.366 210.79 0.575 162.83 0.444
43.70 35.45 50% 1% 370.6 135.58 0.366 212.57 0.574 163.74 0.442
38.00 30.40 100% 0.5% 331.2 126.19 0.381 201.18 0.607 157.84 0.477
40.85 32.78 100% 1% 350.2 131.61 0.376 207.06 0.591 160.90 0.459
Reis et al. [25] 46.8 37.1 0% 0% 168.9 81.99 0.485 129.81 0.769 89.62 0.531
46.6 36.9 50% 0% 163.6 81.86 0.500 129.46 0.766 89.45 0.547
45.6 36.2 100% 0% 161.8 81.05 0.501 128.23 0.741 88.89 0.549
Francesconi et al. [27] 86.06 71.1 0% 0% 72.5 45.31 0.625 80.68 1.113 38.22 0.527
78.62 63.6 30% 0% 72.5 44.36 0.612 76.31 1.053 36.83 0.508
77.04 62.0 50% 0% 68.7 44.10 0.642 75.34 1.097 36.52 0.532
69.00 56.3 80% 0% 68.7 42.78 0.623 71.80 1.045 35.36 0.515
61.13 50.8 100% 0% 68.7 41.19 0.600 68.20 0.993 34.17 0.497
Tab.6  Experimental and predicted values of ultimate bearing capacity of the two-way slab
Fig.16  Relationship between Pe/Pi and α.
Source of data fcu,k (MPa) fck (MPa) rg Vf Pe (kN) Prediction and analysis
P11 (kN) P11/Pe P22 (kN) P22/Pe P33 (kN) P33/Pe
This test 63.36 52.40 0% 1.0% 519.98 542.62 1.044 557.15 1.071 614.62 1.182
61.09 50.77 30% 1.0% 510.50 526.07 1.031 537.64 1.053 596.23 1.168
58.47 48.41 50% 1.0% 502.49 510.42 1.016 518.25 1.031 579.30 1.153
53.06 43.03 100% 1.0% 476.83 472.70 0.991 471.91 0.990 537.97 1.128
54.95 44.95 100% 0% 382.83 377.03 0.985 379.61 0.992 429.62 1.122
54.82 44.79 100% 0.5% 430.69 427.80 0.993 430.41 0.999 487.38 1.132
53.38 43.34 100% 1.5% 525.56 524.32 0.998 524.42 0.998 596.92 1.136
53.09 43.06 100% 2.0% 561.86 573.77 1.021 573.02 1.020 653.15 1.162
Xiao et al. [18] 52.25 43.72 0% 0% 320.0 310.17 0.969 308.31 0.963 314.68 0.983
44.65 36.34 30% 0% 313.4 283.87 0.906 274.60 0.876 289.45 0.924
38.95 31.16 50% 0% 307.1 262.47 0.855 256.89 0.837 275.64 0.898
37.05 29.64 100% 0% 303.4 245.37 0.809 243.16 0.801 262.67 0.866
42.75 34.55 50% 0.5% 366.8 306.86 0.837 297.59 0.811 315.43 0.860
43.70 35.45 50% 1% 370.6 342.22 0.923 331.47 0.894 350.35 0.945
38.00 30.40 100% 0.5% 331.2 278.77 0.842 274.56 0.829 295.58 0.892
40.85 32.78 100% 1% 350.2 321.07 0.917 312.07 0.891 332.74 0.950
Reis et al. [25] 46.8 37.1 0% 0% 168.9 173.33 1.026 169.53 1.003 160.60 0.951
46.6 36.9 50% 0% 163.6 167.51 1.024 163.66 1.000 155.17 0.948
45.6 36.2 100% 0% 161.8 160.20 0.990 156.58 0.968 148.94 0.921
Francesconi et al. [27] 86.06 71.1 0% 0% 72.5 95.79 1.321 105.37 1.453 68.49 0.945
78.62 63.6 30% 0% 72.5 92.00 1.269 97.77 1.349 64.75 0.893
77.04 62.0 50% 0% 68.7 90.24 1.314 95.25 1.386 63.35 0.922
69.00 56.3 80% 0% 68.7 85.73 1.248 88.89 1.294 60.07 0.874
61.13 50.8 100% 0% 68.7 81.42 1.185 83.28 1.212 57.25 0.833
Tab.7  Experimental and predicted values of ultimate bearing capacity of the two-way slab
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