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首页> 外文期刊>Journal of structural fire engineering >Behaviour of R.C. Beams Under Elevated Temperature
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Behaviour of R.C. Beams Under Elevated Temperature

机译：RC的行为高温下的光束

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Concrete is subjected to elevated temperature for short duration, long duration and cyclic heating on many occasions. The dramatic fire accidents/incidents have renewed the interest in the area of research on concrete subjected to elevated temperature. From the literature review it is found that the experimental data which simulate the conditions of structural elements in stressed conditions when exposed to fire are scarce. The work presents a study on the residual characteristics of R.C. beams subjected to elevated temperature under unstressed and stressed conditions. The R.C beams were of size 120mm×l20mm× 1500mm and designed with single and double reinforcement and referenced as Type I and Type II respectively. M20 grade of concrete was used in casting the beams. The temperatures were kept as 100℃, 200℃, 300℃, 400℃ and 500℃ and the duration of exposure was 4 hours. The specimens were cooled in air and the residual properties were tested by conducting two point bending test on R.C. beams and their behavioral parameters were studied in comparison with beams tested under normal (room) temperature conditions. The extent of damage suffered measured by the damage factor was about 32 % for Type I beams and about 48% for the Type II beams tested under unstressed test condition when exposed to 500℃; whereas it is to an extent of 33% for Type I beams and 49% for Type II beams in stressed test condition for the same exposed temperature. The degradation in initial stiffness was nearly 57% and 49% for Type I and Type II beams in unstressed test and 54% and 73% respectively for stressed test when exposed to 500℃. The degradation in stiffness at 50% of ultimate load was nearly 36% and 35% for Type I and Type II beams in unstressed test and 49% and 76.6% respectively for stressed test when exposed to 500℃. The ultimate load of R.C. beams tested in stressed condition were marginally 5% lower than the beams under unstressed test condition.
机译：在许多情况下，混凝土会在短时间内，长时间和循环加热下经受高温。剧烈的火灾/事故重新激发了人们对高温混凝土研究的兴趣。从文献综述中发现，在火中暴露于应力条件下模拟结构元件条件的实验数据很少。这项工作提出了对R.C.在无应力和有应力的条件下承受高温的梁。钢筋混凝土梁的尺寸为120mm×120mm×1500mm，采用单筋和双筋设计，分别称为I型和II型。 M20级混凝土用于浇铸梁。保持温度为100℃，200℃，300℃，400℃和500℃，暴露时间为4小时。将样品在空气中冷却，并通过在R.C上进行两点弯曲试验来测试残余性能。与在正常（室温）条件下测试的横梁相比，研究了横梁及其行为参数。当暴露于500℃时，在无应力测试条件下测试的I型梁遭受的损伤程度约为I型梁的32％，II型梁约为48％。在相同的暴露温度下，在受力测试条件下，I型梁为33％，II型梁为49％。当暴露于500℃时，在无应力测试中，I型和II型梁的初始刚度下降分别接近57％和49％，在受压测试中，初始刚度的降解分别为54％和73％。当暴露于500℃时，在无应力试验中，I型和II型梁在极限载荷为50％时的刚度下降分别接近36％和35％，在应力试验中分别为49％和76.6％。 RC的极限载荷在受力条件下测试的梁比未受力测试条件下的梁低5％。

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  • 来源
    《Journal of structural fire engineering》 |2011年第1期|p.45-55|共11页
  • 作者

    Jayasree.G; Lakshmipathy.M; Santhanaselvi.S;

  • 作者单位

    Department of Civil Engineering, Faculty of Engineering and Technology,SRM University, Kattankulathur-603 203, Tamil Nadu, India;

    Department of Civil Engineering, Faculty of Engineering and Technology,SRM University, Kattankulathur-603 203, Tamil Nadu, India;

    Department of Civil Engineering, Faculty of Engineering and Technology,SRM University, Kattankulathur-603 203, Tamil Nadu, India;

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