后张预应力预制混凝土框架中节点的数值模拟

廖显东; 胡翔; 张士前; 刘亚男; 薛伟辰

doi:10.3969/j.issn.0258-2724.20180704

后张预应力预制混凝土框架中节点的数值模拟

doi: 10.3969/j.issn.0258-2724.20180704

廖显东^1,2,,
胡翔^2,3,
张士前^1,2,
刘亚男¹,
薛伟辰^2, ,

基金项目: 国家重点研发计划（2016YFC0701608）；中国建筑股份有限公司课题（CSCEC-2015-Z-11）；上海市工程结构安全重点实验室开放课题（2014-KF06）

详细信息

作者简介:
廖显东（1974—），男，教授级高级工程师，博士，研究方向为预制混凝土结构，E-mail：kz-liaoxiandong@163.com

通讯作者:
薛伟辰（1970—），男，教授，博士，研究方向为预制混凝土结构，E-mail：xuewc@tongji.edu.com

中图分类号: TU317
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出版历程
- 收稿日期: 2018-09-21
- 修回日期: 2018-11-28
- 网络出版日期: 2020-05-08
- 刊出日期: 2020-12-15

Numerical Simulation of Interior Connections of Precast Concrete Frame with Post-Tensioned Tendons

LIAO Xiandong^{1,2
,},
HU Xiang^2,3,
ZHANG Shiqian^1,2,
LIU Yanan¹,
XUE Weichen^{2
, ,}

摘要

摘要: 为了解决有限元研究中预制混凝土框架节点处新旧混凝土叠合层界面黏结与穿过叠合层钢筋难以模拟的问题，讨论了有限元软件ABAQUS中模拟新旧混凝土叠合层黏结性能的不同方法，引入叠合层的黏结滑移本构和钢筋的剪切-滑移模型相结合的本构关系，建立后张预应力预制混凝土框架中节点非线性有限元分析模型，计算结果与足尺模型的试验结果吻合较好，并在此基础上重点开展了轴压比、混凝土强度、预应力筋有效应力及筋黏结构造（全黏结、部分黏结和无黏结）等有限元参数分析. 分析结果表明：轴压比由0.2增加到0.4时，承载力提高了11%，由0.4增加到0.6时，承载力增加不明显；提高混凝土强度、增加有效预应力可显著提高承载力；预应力筋黏结构造对节点承载力影响不显著，增加无黏结长度，可一定程度延缓节点的屈服.
- 预制 /
- 预应力 /
- 框架节点 /
- 新旧混凝土叠合层 /
- 黏结滑移 /
- 有限元参数分析
Abstract: In order to solve the problem that bond-slip of new and old concrete interfaces and treatment of shear reinforcement bars are challenges for finite element analysis of precast concrete frame joints, different methods in ABAQUS available for simulating the behavior of new and old concrete interfaces were deeply discussed. A new constitutive relation which combines bond-slip between new and old concrete interfaces with shear-slip model of shear reinforcement bar was introduced, and nonlinear finite element models (FEM) were carried out. The calculated results were agreed well with the experimental results of full-scale model test. And then an analysis of parameters was performed, which focused on influences of axial compression ratio, concrete strength, effective stress of prestressed tendon and bonded construction of prestressed tendons (full bond, partial bond and unbonded). The results show that bearing capacity increases by 11% with axial compression ratio increases from 0.2 to 0.4. However, the bearing capacity does not increase significantly when the axial pressure ratio increases from 0.4 to 0.6. Bearing capacity increases with the increasing of concrete strength and effective stress of prestressed tendons. Three types of bonding construction of the prestressed tendons have no obvious influence on the bearing capacity of the connections, but increasing the unbonded length of prestressed tendons may delay the connections yield.
- precast /
- prestressed /
- frame interior connection /
- new and old concrete interfaces /
- bond-slip /
- parameters analysis of finite element models

HTML全文

图 1 新旧混凝土界面本构模型

Figure 1. Constitutive models of new and old concrete interface

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图 2 Cohesive behavior界面接触模型

Figure 2. Interface contact model of Cohesive behavior

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图 3 抗剪连接件剪切-滑移曲线

Figure 3. Shear–slip curves of shear connector

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图 4 试件几何尺寸及配筋

Figure 4. Specimens geometry size and steel detailing

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图 5 混凝土本构关系曲线

Figure 5. Constitutive relation curves of concrete

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图 6 钢筋本构关系曲线

Figure 6. Constitutive relation curves of steel bar

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图 7 有限元模型

Figure 7. Finite element model

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图 8 有限元与试验破坏形态对比

Figure 8. Failure modes comparison of finite element and experimental

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图 9 PC1钢筋应变

Figure 9. PC1 steel strain

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图 10 有限元与试验顶点水平荷载-位移曲线对比

Figure 10. Load-displacement curves comparisons of vertex by finite element and test methods

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图 11 有限元分析结果

Figure 11. Finite element analysis results

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图 12 不同预应力筋构造下有限元分析结果

Figure 12. Finite element analysis results considering different construction of prestressed tendons

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表 1 屈服荷载、峰值荷载对比

Table 1. Comparison of yield load and peak load

荷载/kN	RC1		PC1		PC2
荷载/kN	有限元	试验	有限元	试验	有限元	试验
P_y	900	951	953	1 009	950	920
P_max	1 108	1 056	1 092	1 102	1 098	1 124
注：P_y与 P_max分别为屈服荷载、峰值荷载.

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