Tensile performance and application of LEM-SHCC road-bridge link slab mixed with rubber powder for fully jointless bridge
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摘要: 为了解决全无缝桥梁路桥连接板裂缝宽度与板内力过大等问题，将橡胶粉等体积部分替代细砂掺入应变硬化水泥基复合(SHCC)材料可制备低弹性模量的SHCC材料(LEM-SHCC)，用于全无缝桥梁路桥连接板；进行了5种不同体积橡胶粉掺量(0、5%、10%、15%和20%)LEM-SHCC基本材性(密度、抗压强度和弹性模量)及拉伸性能试验，分析了橡胶粉掺量对LEM-SHCC的强度和变形性能的影响，并采用拉、压应变比差评价了橡胶粉掺量对SHCC材料的影响，获得了LEM-SHCC的最优配合比；针对橡胶粉掺量为15%的LEM-SHCC路桥连接板，研究了最不利荷载作用下(温降荷载)其吸纳变形能力、拉伸变形性能及开裂后裂缝分布规律，并与同尺寸SHCC路桥连接板的各项性能进行了比对；进行了LEM-SHCC路桥连接板的敏感参数(橡胶粉掺量、板底摩擦因数和板长等主要影响因素)有限元对比分析。研究结果表明：橡胶粉的掺入降低了SHCC的弹性模量，提升了SHCC的延性，当橡胶粉掺量达15%时，SHCC的弹性模量降低了40%，而延性却提升了近50%，且裂缝宽度有效地控制在60 μm以内；LEM-SHCC路桥连接板吸纳纵向变形达到10 mm时，LEM-SHCC路桥连接板表面微裂缝多(近180条)，裂缝间距小(15~80 mm)，且开裂后裂缝宽度控制在60 μm以内，此时张拉端板应力为2.1 MPa，锚固端锚固力为150.5 kN，卸载后裂缝闭合，无纤维被拉出或拉断；吸纳同样的纵向变形10 mm时，LEM-SHCC板的内力比同尺寸的SHCC板小；LEM-SHCC板的内力受橡胶粉掺量的影响较大，当其掺量为15%时，LEM-SHCC板性能最优，LEM-SHCC板的内力受板底摩擦因数的影响不大，板长的增加能有效地改善LEM-SHCC板的受力性能，推荐LEM-SHCC路桥连接板的设计长度为8.5 m。Abstract: In order to solve the problems of excessive crack width and excessive internal force of the road-bridge link slab for a fully jointless bridge, the isopyknic rubber powder was added to a strain-hardening cementitious composite (SHCC) material to partly replace the fine sand, then the SHCC material with a low elastic modulus (LEM-SHCC) was made, which was used for the road-bridge link slab for a fully jointless bridge. The basic material properties (density, compressive strength, and elastic modulus) and tensile property of LEM-SHCC with five different rubber powder contents (0, 5%, 10%, 15%, and 20%) were tested. The effect of rubber powder content on the strength and deformation performance of LEM-SHCC was analyzed. Meantime, the difference of ratio of tensile strain to compressive strain was used to evaluate the effect of rubber powder content on the SHCC material, and an optimal mix proportion of LEM-SHCC was obtained. For a LEM-SHCC road-bridge link slab with a rubber powder content of 15%, its absorptive deformation capacity, tensile deformation performance, and crack distribution law after cracking under the most unfavorable load (temperature drop load) were studied and compared with all the performance of the SHCC road-bridge link slab with the same size. A finite element comparative analysis for the sensitive parameters of the LEM-SHCC road-bridge link slab (the main influencing factors such as the rubber powder content, friction coefficient at the slab bottom, slab length, and so on) was carried out. Research results show that when the rubber powder is added, the elastic modulus of SHCC decreases, and the ductility of SHCC increases. When the rubber powder content reaches 15%, the elastic modulus of SHCC decreases by 40%, while the ductility increases by nearly 50%, with the crack width effectively controlled within 60 μm. When the absorptive longitudinal deformation of the LEM-SHCC road-bridge link slab reaches 10 mm, the micro-cracks on the surface of the LEM-SHCC road-bridge link slab are dense (nearly 180 micro-cracks), and the crack spacing is small (15-80 mm). The crack width after cracking is controlled within 60 μm. At the same time, the slab stress of the tension end is 2.1 MPa, and the anchoring force of the anchorage end is 150.5 kN. After unloading, the cracks are closed, and no fibers are pulled out or broken. The internal force of the LEM-SHCC slab which absorbs the same longitudinal deformation of 10 mm is smaller than that of the SHCC slab with the same size. The internal force of the LEM-SHCC slab is greatly affected by the rubber powder content, and the LEM-SHCC slab has optimal performance when the content is 15%. The internal force of the LEM-SHCC slab is slightly affected by the friction coefficient at the slab bottom. In addition, the mechanical performance of the LEM-SHCC slab can be effectively improved by an increase in the slab length. It is recommended that the design length of the LEM-SHCC slab should be 8.5 m.
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图 2 LEM-SHCC拉伸试件尺寸(单位: mm)
Figure 2. Dimensions of LEM-SHCC tensile specimen (unit: mm)
图 3 不同橡胶粉掺量的LEM-SHCC抗压强度
Figure 3. Compressive strengths of LEM-SHCC with different rubber powder contents
图 4 不同橡胶粉掺量的LEM-SHCC弹性模量对比
Figure 4. Elastic modulus comparison of LEM-SHCC with different rubber powder contents
图 10 系统温降时LEM-SHCC路桥连接板受力计算
Figure 10. Force calculation of LEM-SHCC road-bridge link slab under temperature drop of system
图 11 实测内力与理论值对比
Figure 11. Internal force comparison of experimental and theoretical values
图 12 LEM-SHCC板与SHCC板裂缝分布对比(单位：cm)
Figure 12. Comparison of crack distributions of LEM-SHCC slab and SHCC slab (unit: cm)
图 14 不同橡胶粉掺量的LEM-SHCC板拉力与位移关系
Figure 14. Tension-displacement relationships of LEM-SHCC slabs with different rubber powder contents
图 15 不同橡胶粉掺量LEM-SHCC板损伤应力分布
Figure 15. Damage stress distributions of LEM-SHCC slabs with different rubber powder contents
图 16 不同板底摩擦因数的LEM-SHCC板拉力与位移数值分析结果对比
Figure 16. Comparison of numerical analysis results of tension-displacements of LEM-SHCC slabs with different friction coefficients
图 17 不同板长LEM-SHCC板拉力与位移数值分析结果对比
Figure 17. Comparison of numerical analysis results of tension-displacements of LEM-SHCC slabs with different slab lengths
表 1 LEM-SHCC材料配合比
Table 1. Material mix ratios of LEM-SHCC
编号 水泥含量/(kg·m-3) 粉煤灰含量/(kg·m-3) 砂子含量/(kg·m-3) 橡胶粉掺量/% 水含量/(kg·m-3) 减水剂体积含量/% PVA纤维体积含量/% J1 390 780 527 0 363 1 2 J2 390 780 500 5 363 1 2 J3 390 780 474 10 363 1 2 J4 390 780 448 15 363 1 2 J5 390 780 421 20 363 1 2 
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表 2 粉煤灰化学成分试验结果
Table 2. Test results of chemical compositions of fly ash
成分 SiO2 Al2O3 Fe2O3 CaO MgO SO3 烧失量 f-CaO 质量百分比/% 47.60 27.24 7.71 9.75 5.20 1.00 1.25 0.25
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表 3 拉、压应变比r
Table 3. Ratios of tensile strain to compressive strain
橡胶粉掺量/% 0 5 10 15 20 拉伸极限应变st 0.015 0 0.016 7 0.018 1 0.023 9 0.010 2 压缩极限应变sc 0.002 17 0.002 79 0.002 95 0.003 16 0.003 27 拉、压应变比r 6.910 5.980 6.140 7.560 3.120 拉、压应变比差h 0.000 -0.937 -0.776 0.651 -3.790
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表 4 试验模型参数
Table 4. Parameters of experimental model
参数 SHCC纵向钢筋根数 纵向钢筋直径/mm 接线路面的纵向配筋率 钢筋抗拉强度标准值/MPa LEM-SHCC的抗拉强度/MPa LEM-SHCC的重度/(kN·m-3) LEM-SHCC的弹性模量/MPa 层间摩擦因数 取值 3 12 0.45% 335 3.5 16.2 1.35×104 1.25
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表 5 裂缝宽度与裂缝间距实测值与理论值的比较
Table 5. Comparison between experimental and theoretical values of crack width and crack spacing
板类型 裂缝数量 裂缝平均宽度/ μm 裂缝最大宽度/ μm 裂缝最小宽度/ μm 裂缝平均间距/mm 裂缝最大间距/mm 裂缝最小间距/mm 实测值 理论值 实测值 理论值 实测值 理论值 实测值 实测值 理论值 实测值 实测值 LEM-SHCC路桥连接板 181 ≥167 50 60 65 40 30 33 80 15 SHCC路桥连接板 154 ≥125 65 80 80 40 36 44 100 20
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表 6 LEM-SHCC板与SHCC板内力对比
Table 6. Comparison of internal forces of LEM-SHCC slab and SHCC slab
板类型 板的应变/10-6 板的应力/MPa 张拉端钢筋应变/10-6 张拉端钢筋应力/MPa LEM-SHCC板 155.0 2.1 148.0 29.6 SHCC板 152.0 2.8 162.0 32.4
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表 7 LEM-SHCC板与SHCC板锚固力对比
Table 7. Comparison of anchor forces between LEM-SHCC slab and SHCC slab
板类型 张拉力/kN 锚固力/kN 力差/kN 力差/张拉力/% LEM-SHCC板 157.3 150.5 6.8 4.3 SHCC板 210.2 196.6 13.6 6.5
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