西安建筑科技大学学报(自然科学版)

为研究钢管再生大骨料自密实混凝土构件的受弯性能,以再生骨科强度、再生骨料粒径、含钢率为参数,设计制作了8根受弯构件,并对其进行了试验研究.研究表明:再生大骨料强度和粒径对钢管再生大骨料自密实混凝土构件受弯承载力影响较小; 含钢率对钢管再生大骨料自密实混凝土构件受弯承载力影响显著,当含钢率提高20.3%时,极限抗弯承载力提高了13.15%; 当含钢率提高56.1%时,极限抗弯承载力提高了31.21%; 就钢管再生大骨料自密实混凝土纯弯构件而言,本文给出的极限抗弯承载力计算公式与试验值吻合度良好,可以用于该种构件的设计.

In order to study the flexural performance of steel tube recycled large aggregate self-compacting concrete, 8 flexural specimens were designed and manufactured based on the parameters of recycled concrete strength, recycled aggregate particle size, and steel content, and the experimental study was conducted. Studies show that the strength and particle size of recycled large aggregates have little effect on the flexural bearing capacity of steel pipe recycled large aggregate self-compacting concrete; the steel content has a significant effect on the flexural bearing capacity of steel pipe recycled large-aggregate self-compacting concrete. When the steel content increases by 20.3%, the ultimate flexural bearing capacity increases by 13.15%; when the steel content increases by 56.1%, the ultimate flexural bearing capacity increases by 31.21%. For steel tube recycled large aggregate self-compacting concrete pure flexural members, the calculation formula of ultimate flexural capacity given in this paper is in good agreement with the experimental value, and can be used for the design of this kind of member.

引言
1 试验概况
2 试验结果与分析
3 极限抗弯承载力公式的推导与验证
4 结论

表1 钢材参数
Tab.1 Steel parameters

图1 再生大骨料块体(60±5 mm)<br/>Fig.1 Maintenance of the specimens

图1 再生大骨料块体(60±5 mm)
Fig.1 Maintenance of the specimens

表2 自密实混凝土配合比及立方体试块抗压强度<br/>Tab.2 Mixture ratio of self-compacting concrete and compressive strength of cube test block

表2 自密实混凝土配合比及立方体试块抗压强度
Tab.2 Mixture ratio of self-compacting concrete and compressive strength of cube test block

图2 构件制作
Fig.2 Specimen production

图3 构件加工完成后图片<br/>Fig.3 Picture after the test piece is processed

图3 构件加工完成后图片
Fig.3 Picture after the test piece is processed

表3 构件参数
Tab.3 Test piece parameters

表4 立方体试块分组<br/>Tab.4 Test loading device

表4 立方体试块分组
Tab.4 Test loading device

图4 试验加载装置
Fig.4 The load bearing

图5 构件测量装置示意图<br/>Fig.5 Schematic diagram of test piece measuring device

图5 构件测量装置示意图
Fig.5 Schematic diagram of test piece measuring device

图6 加载装置示意图<br/>Fig.6 Schematic diagram of loading device

图6 加载装置示意图
Fig.6 Schematic diagram of loading device

图7 构件的破坏形态<br/>Fig.7 Failure modes of specimens

图7 构件的破坏形态
Fig.7 Failure modes of specimens

图8 含钢率对受弯性能影响<br/>Fig.8 Influence of steel content on bending performance

图8 含钢率对受弯性能影响
Fig.8 Influence of steel content on bending performance

图9 再生大骨料粒径对受弯性能影响<br/>Fig.9 Influence of recycled large aggregate particle size on bending performance

图9 再生大骨料粒径对受弯性能影响
Fig.9 Influence of recycled large aggregate particle size on bending performance

图10 再生大骨料强度对受弯性能的影响<br/>Fig.10 Influence of Recycled Large Aggregate Strength on Bending Performance

图10 再生大骨料强度对受弯性能的影响
Fig.10 Influence of Recycled Large Aggregate Strength on Bending Performance

图11 弯矩(M)-跨中挠度(um)曲线比较<br/>Fig.11 Contrast of bending moment(M)-mid-span deflection(um)curves

图11 弯矩(M)-跨中挠度(um)曲线比较
Fig.11 Contrast of bending moment(M)-mid-span deflection(um)curves

图12 弯矩(M)-纵向应变(ε)曲线<br/>Fig.12 Bending moment(M)-longitudinal strain(ε)curve

图12 弯矩(M)-纵向应变(ε)曲线
Fig.12 Bending moment(M)-longitudinal strain(ε)curve

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备注

引言

1 试验概况

2 试验结果与分析

3 极限抗弯承载力公式的推导与验证

4 结论

期刊信息