水泥混凝土制品_2022_《混凝土与水泥制品》杂志社

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发布时间：2020-01-06 00:00:00

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水泥混凝土制品

钢筋混凝土梁抗剪性能数值模型参数取值研究

汤婷婷1，王德才2，黄俊旗3

2022年第3期

摘要

引用本文

摘要：为提高钢筋混凝土梁抗剪性能数值模型的精度，在已有12根不同强度、剪跨比和配箍率的钢筋混凝土梁抗剪性能试验基础上，基于混凝土塑性损伤模型建立了数值模型，研究了模型网格尺寸、剪胀角以及不变量应力比对数值分析结果的影响，并对12根钢筋混凝土梁进行了优化模拟分析。结果表明：网格尺寸的提高将降低数值模型分析所得刚度与承载力；剪胀角的增加将提高数值模型分析所得承载力，而不变量应力比对模型分析结果并无影响；基于优化参数所建立的数值模型可以较好的为钢筋混凝土抗剪性能评估提供参考。 Abstract： In order to improve the accuracy of numerical model for the shear performance of reinforced concrete(RC) beams, numerical analysis with concrete damage plasticity was conducted based on the existing shear test of twelve RC beams with different concrete strengths, shear span-to depth ratios and stirrup ratios. The influence of mesh size, dilation angle and invariant stress ratio on the obtained analysis result was evaluated, and the optimized parameter values were obtained. Based on the optimal values, numerical analysis was conducted on the twelve RC beams to reproduce the test result. The results indicate that the increase in mesh size can reduce the obtained stiffness and load carrying capacity of the specimen; the increase in dilation angle can enhance the obtained load carrying capacity, while the shape factor has no effect on the analysis result; the numerical model based on the optimal values can be used for assessing the shear performance of the RC beams.

汤婷婷,王德才,黄俊旗.钢筋混凝土梁抗剪性能数值模型参数取值研究[J].混凝土与水泥制品,2022(3):50-55. TANG T T,WANG D C,HUANG J Q.Value Study of Numerical Model on Shear Performance of Reinforced Concrete Beams[J].China Concrete and Cement Products,2022(3):50-55.

PK-3型板用机制砂混凝土性能试验研究与应用

逄鲁峰1,2，庞伟琪1，付鹏2，王凌3

2022年第3期

摘要

引用本文

摘要：试验研究了不同机制砂取代率对PK-3型板用混凝土和易性、抗压强度、劈裂抗拉强度和弹性模量影响，并对实测弹性模量进行了拟合分析。结果表明：机制砂部分或全取代河砂，改善了混凝土的和易性，提高了混凝土抗压强度、劈裂抗拉强度和弹性模量；通过回归分析拟合出的弹性模量函数表达式与实测数据拟合度较好；采用机制砂混凝土生产的PK-3型板施工方便、和易性较好，且强度满足要求，脱模后无开裂现象。 Abstract: The effect of different replacement rates of mechanism sand on concrete for PK-3 type slabs was studied. And the regression analysis of measured modulus of elasticity was carried out to obtain the fitting function. The results show that the concrete properties are improved after partial or full replacement of river sand by the mechanism sand, and the compressive strength, splitting strength and elastic modulus of mechanism sand concrete are improved. The engineering application shows that the use of this mechanism sand concrete production PK-3 type plate construction is convenient, and the good compatibility and strength meet the requirements, no cracking phenomenon after demoulding.

逄鲁峰,庞伟琪,付鹏,等.PK-3型板用机制砂混凝土性能试验研究与应用[J].混凝土与水泥制品,2022(3):45-49. PANG L F,PANG W Q,FU P,et al.Experimental Study on Performance and Application of Mechanism Sand Concrete for PK-3 Slabs[J].China Concrete and Cement Products,2022(3):45-49.

预应力混凝土实心方桩抗弯性能试验研究

陈虹霖1，陈刚2,3，徐铨彪2,3，龚顺风1，刘承斌1

2022年第3期

摘要

引用本文

摘要：结合足尺抗弯性能试验，对比研究了高低预应力混凝土实心方桩在抗裂性能、抗弯承载力、变形能力、破坏形式等方面的差异。结果表明：减小张拉控制应力可以降低预应力混凝土实心方桩的抗裂性能，提高变形能力，而桩身极限抗弯承载力基本保持不变；低预应力混凝土实心方桩破坏形式为预应力钢棒被拉断，高预应力混凝土实心方桩破坏形式为预应力钢棒被拉断或受压区混凝土被压碎。 Abstract： Combined with the full-size flexural performance tests on the high prestressed concrete solid square piles and low prestressed concrete solid square piles, the differences in crack-resistance performance, flexural bearing capacity, deformation capacity and failure mode were comparatively studied. The results show that decreasing the tension control stress reduces cracking behavior of high prestressed concrete solid square piles, and improves deformation capacity, while the ultimate flexural bearing capacity of the piles remain basically unchanged. The failure mode of the low prestressed concrete solid square piles is that the prestressed steel bars is pulled off, and the failure mode of the high prestressed concrete solid square piles is that the prestressed steel bars is pulled off or the concrete in the compression zone is crushed.

陈虹霖,陈刚,徐铨彪,等.预应力混凝土实心方桩抗弯性能试验研究[J].混凝土与水泥制品,2022(3):39-44. CHEN H L,CHEN G,XU Q B,et al.Experimental Study on Flexural Performance of Prestressed Concrete Solid Square Piles[J].China Concrete and Cement Products,2022(3):39-44.

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