核安全壳截锥体区域受力性能试验研究

蓝天云; 吴宇峥; 肖丹; 周传波; 董占发; 郭俊营; 熊猛

doi:10.13832/j.jnpe.2023.04.0107

核安全壳截锥体区域受力性能试验研究

doi: 10.13832/j.jnpe.2023.04.0107

蓝天云^1,,
吴宇峥^3,,
肖丹¹,
周传波¹,
董占发^{1, 2},
郭俊营¹,
熊猛¹

1.
深圳中广核工程设计有限公司，广东深圳，518031
2.
核电安全监控技术与装备国家重点实验室，广东深圳，518031
3.
东南大学混凝土及预应力混凝土结构教育部重点实验室，南京，211189

详细信息

作者简介:
蓝天云（1986—），男，硕士研究生，现主要从事核电站安全壳结构方面研究，E-mail: 474194822@qq.com

中图分类号: TU375；TL48
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- 被引次数: 0
出版历程
- 收稿日期: 2022-09-10
- 修回日期: 2023-03-23
- 刊出日期: 2023-08-15

Experimental Study on Mechanical Performance of Nuclear Containment Truncated Cone Region

1.
China Nuclear Power Design Co., Ltd. (Shenzhen), Shenzhen, Guangdong, 518031, China
2.
State Key Laboratory of Nuclear Power Safety Monitoring Technology and Equipment, Shenzhen, Guangdong, 518031, China
3.
Key Laboratory of Concrete and Prestressed Concrete Structures of Ministry of Education, Southeast University, Nanjing, 211189, China

摘要

摘要: 核安全壳的壳体与筏板基础交界处（截锥体区域）形状不规则且受力复杂，研究该区域的受力机理对掌握整个安全壳的结构性能十分重要。以核安全壳截锥体区域为研究对象，在利用ABAQUS软件计算分析得到合理的截锥体缩尺模型的基础上，制作了缩尺比例1∶3的2个试件，分别进行无内压和有内压2种荷载工况下的静力试验。试验结果表明：试件1（无内压）破坏方式为弯剪破坏，发生27.7 mm水平位移；试件2（有内压）破坏方式为剪切破坏，发生32.6 mm水平位移。两试件主要裂缝区均为内侧底板与截锥体区域交界处，钢筋屈服位置主要出现在上部底板长度方向钢筋处，截锥体外侧竖向钢筋未充分发挥作用。相关结果可指导结构配筋优化工作。
- 核安全壳 /
- 截锥体 /
- 缩尺模型 /
- 静力试验
Abstract: The truncated cone area of nuclear containment (the junction of shell and raft foundation) has irregular shape and complex stress. Studying the stress mechanism of this area is important to master the structural performance of the whole containment. In this study, the truncated cone area was taken as the object of study. On the basis of the scale model of truncated cone area obtained by ABAQUS, two specimens with scale ratio of 1∶3 were made to carry out static tests under two load conditions: with and without internal pressure. The test results show that the failure mode of specimen 1 (without internal pressure) is bending shear failure with horizontal displacement of 27.7mm, while the failure mode of specimen 2 (with internal pressure) is shear failure with horizontal displacement of 32.6mm. The main crack zone of the two specimens is the junction of the inner bottom plate and the truncated cone. The yield position of the reinforcement mainly appears at the upper transverse reinforcement, while the vertical reinforcement on the outside of the cone is not fully functional. The results can guide the optimization of structural reinforcement.
- Nuclear containment /
- Truncated cone /
- Scale model /
- Static test

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图 1 截锥体缩尺模型简化过程

Figure 1. Simplification of Truncated Cone Region Model

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图 2 试件设计图 mm

Figure 2. Specimen Design

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图 3 荷载作用位置

$F_1，F_2，F_3 $—静力等效于工况1安全壳上部结构的自重、预应力和内压； ${F'_1 }$，$F'_2 $，$F'_3 $—静力等效于工况2安全壳上部结构的自重、预应力和内压；$F_4 $—温度膨胀力

Figure 3. Loading Position Diagram

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图 4 试件配筋示意图 mm

—HRB400钢筋；@—钢筋间距

Figure 4. Reinforcment in Specimen

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图 5 试件1加载装置示意图

Figure 5. Loading Set-up Arrangement of Specimen 1

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图 6 试件2加载装置示意图

Figure 6. Loading Set-up Arrangement of Specimen 2

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图 7 应变片与位移计布置图

A—混凝土应变片测点

Figure 7. Layout of Strain Gauges and Displacement Gauges

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图 8 试件1裂缝图

Figure 8. Crack of Specimen 1

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图 9 试件2裂缝图

Figure 9. Crack of Specimen 2

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图 10 钢筋的荷载-应变曲线图

Figure 10. Load-strain Curves of Reinforcement

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图 11 试件1混凝土的荷载-应变曲线图

Figure 11. Load-strain Curves of Concrete of Specimen 1

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图 12 试件1荷载-位移曲线

Figure 12. Load-displacement Curves of Specimen 1

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图 13 试件2荷载-位移曲线

Figure 13. Load-displacement Curves of Specimen 2

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表 1 试件荷载情况

Table 1. Load Condition of Specimen

工况	荷载名称	荷载大小/kN	作用方向
1	F₁	1100	竖直向下
	F₂	370	竖直向下
	F₃	180	水平，指向构件
	F₄	3600	水平，指向构件
2	$ F_1' $	60	竖直向上
	$F'_2 $	370	竖直向下
	$ F_3' $	70	水平，指向构件
	F₄	1800	水平，指向构件

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表 2 钢筋材料性能试验参数

Table 2. Parameters for Performance Test of Reinforcement Materials

公称直径/mm	屈服强度平均值/MPa	极限抗拉强度平均值/MPa	断后伸长率/%
16	436.7	636.9	20.5
14	467.9	639.1	20.7
12	486.7	692.7	21.2
10	489.3	697.6	27.7

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表 3 工况1荷载F₄加载制度表

Table 3. Loading System of Load F₄ under Condition 1

级数	单级荷载/kN	单级停留时间/min
1~6	300	5
7~18	150	5

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表 4 工况2荷载F₄加载制度表

Table 4. Loading System of Load F₄ under Condition 2

级数	单级荷载/kN	单级停留时间/min
1	300	5
2~11	150	5

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