Experimental study on the flexural behavior of textile/steel wire strand mesh reinforced ECC-RC composite beam
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摘要: 为探究不同类型网格增强ECC层加固钢筋混凝土梁的抗弯性能，通过四点弯曲试验，分析了纤维网格和钢绞线网格对复合梁承载力、控裂能力、延性和刚度等受弯性能的影响。研究结果表明：与ECC-RC梁相比，采用纤维网格和钢绞线网格增强ECC-RC复合梁裂缝宽度减小, 裂缝数量增加25%~70%，纤维网格和钢绞线网格增强ECC层可提高复合梁的控裂能力，抑制裂缝扩展；纤维网格和钢绞线网格增强ECC层可提高复合梁的开裂荷载、屈服荷载、极限荷载、延性及刚度；受弯过程中，所有ECC-RC复合梁截面满足平截面假设，纤维网格和钢绞线网格增强ECC层与混凝土黏结良好；基于理论分析与试验结果，考虑纤维网格利用率，建立了纤维网格和高强钢绞线网格增强ECC-RC复合梁受弯承载力计算公式，计算结果与试验结果吻合良好。钢绞线网格增强ECC层对ECC-RC复合梁受弯性能加固效果最佳，可显著提高复合梁承载力、延性及抗裂性。Abstract: In order to explore the flexural performance of reinforced concrete beams strengthened with different types of grid reinforced ECC layer, the effects of textile and steel wire strand mesh on the bearing capacity, crack control ability, ductility and stiffness of composite beams were analyzed by four-point bending test. The experimental results show that compared with ECC-RC beam, the crack width of ECC-RC composite beams reinforced by textile or steel wire strand mesh decreases, and the number of cracks increases by 25%-70%. The textile-reinforced ECC layer can improve the crack control ability of composite beams and inhibit crack propagation. The textile or steel wire strand mesh reinforced ECC layer can improve the cracking load, yield load, ultimate load, ductility and stiffness of the composite beam. During the bending loading, the section of textile or steel wire strand mesh rein-forced ECC-RC composite beam meets the plane section assumption, and the textile-reinforced ECC layer is well bonded to concrete. Based on theoretical analysis and the experimental results and considering the utilization rate of textile, the calculation formula of the flexural capacity of textile or steel wire strand mesh reinforced ECC-RC composite beams is established. The calculation results are in good agreement with the experimental results. The high-strength-reinforced ECC layer has the best reinforcement effect on the flexural performance of ECC-RC composite beams, which can significantly improve the bearing capacity, ductility and crack resistance of composite beams.
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Key words:
- bridge engineering /
- flexural performance /
- ECC /
- textile /
- high-strength steel wire strand mesh
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图 10 试验梁截面刚度-挠度曲线对比
Figure 10. Comparison of section stiffness-deflection curves of test beams
图 11 试验梁跨中截面的应变分布
Figure 11. Strain distribution along mid-span cross-section of test beams
图 12 试验梁正截面应力分布简图
Figure 12. Distribution of stresses and strains along cross-section of test beam of test beams
h—Height of beam；b—Width of beam；hg— Distance from the grid to the top of the composite beam；as—The distance from the tensile steel bar to the bottom of the composite beam；h0—Effective height of composite beam；he—ECC thickness；As—The cross section area of tensile reinforcement；$A_{\text{s}}^{'}$—The cross section area of compressive steel bar；εcu—Concrete ultimate compressive strain；ε's—Compressive steel bar strain；εs—Tensile steel bar strain；εe—ECC tensile strain；εtg—Textile or the high-strength steel wire strand mesh strain；xc—Compression zone height；yc—The distance from the concrete resultant point to the top of the composite beam；σc—Concrete compressive stress；σec—ECC tensile stress；Cc—Concrete resultant force；$T_{\text{s}}^{\text{'}}$—Compressed steel bar resultant force；Ts—Tensile steel bar resultant force；Ttg—Grid resultant force；Mu—Section bending moment
表 1 试件设计参数
Table 1. Design parameters of specimens
Specimen number Thickness of
ECC/mmDistance from
grid to beam
bottom/mmGrid type RC 0 - - ECC-RC 60 - - CFRP/ECC-RC 60 10 CFRP textile BFRP/ECC-RC 60 10 BFRP textile HSSWS/ECC-RC 60 10 High-strength steel wire strand mesh 
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表 2 配合比(单位：kg/m3)
Table 2. Mix proportion (Unit: kg/m3)
Materials Fumed silica/mm P.O 52.5 Sand Water Water
reducerExpansion agent Fiber Silica
fume5-16 16-32.5 C50 471 706 520 706 161 7.8 - - - ECC - - 500 600 190 3 25 23 25
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表 3 纤维网格和高强钢绞线网格力学性能
Table 3. Mechanical properties of textile and high-strength steel wire strand mesh
Grid type Ultimate tensile strength/MPa Elastic modulus/GPa Ultimate tensile strain/% The cross-sectional area/mm2 CFRP textile 4815 252 1.90 0.89 BFRP textile 3330 90 3.70 0.89 High-strength steel wire strand mesh 1845 180 2.96 4.71
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表 4 试验梁结果
Table 4. Results of test beams
Specimen number Pcr/kN Mcr/(kN·m) Dcr/% Py/kN My/(kN·m) Dy/% Pu/kN Mu/(kN·m) Du/% Δy/mm Δu/mm DΔu/% RC 14 5.25 - 104 39.00 - 121 45.38 - 9.99 25.51 - ECC-RC 16 6.00 - 113 42.38 - 127 47.63 - 10.05 27.77 - CFRP/ECC-RC 27 10.13 68.83 125 46.88 10.62 141 52.88 11.02 10.46 29.39 5.83 BFRP/ECC-RC 22 8.25 37.50 122 45.75 7.95 139 52.13 9.45 9.78 31.97 15.12 HSSWS/ECC-RC 28 10.50 75.00 143 53.62 26.52 170 63.75 33.84 10.28 34.36 23.73 Notes: Pcr−Cracking load；Mcr−Cracking moment；Py−Yielding load；My−Yielding moment；Pu−Ultimate load；Mu−Ultimate moment；Δy−Deflection of the specimen at My；Δu−Deflection of the specimen at Mu；Dcr、Dy、Du、DΔu represent the increase of cracking load, yield load, ultimate load and ultimate deflection compared with ECC-RC beam, respectively.
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表 5 试验梁延性系数
Table 5. Ductility index of test beams
Specimen number Py/kN Pu/kN Δy/mm Δu/mm μΔ ${D_{{\mu _\Delta }}}$/% RC 104 121 9.99 25.51 2.55 - ECC-RC 113 127 10.05 27.77 2.76 - CFRP/ECC-RC 125 138 10.46 29.39 2.80 2 BFRP/ECC-RC 122 139 9.78 31.97 3.27 18 HSSWS/ECC-RC 143 170 10.28 34.36 3.34 21 Notes: μΔ−Ductility index，${D_{{\mu _\Delta }}}$−Increasing range of grid-reinforced ECC-RC composite beam compared with ECC-RC beam; the meaning of other symbols in the table is the same as that in table 4.
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表 6 试验梁受弯承载力计算值和试验值对比
Table 6. Comparison of flexural bearing capacity between experimental and theoretical results of test beams
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