考虑土-结构相互作用的核电厂楼层反应谱研究

高永武; 王涛; 戴君武; 金波

doi:10.6052/j.issn.1000-4750.2019.11.0675

考虑土-结构相互作用的核电厂楼层反应谱研究

高永武^1,,
王涛^2, ,,
戴君武^2,,
金波^2,

1.
中国地震灾害防御中心，北京 100029
2.
中国地震局工程力学研究所，中国地震局地震工程与工程振动重点实验室，黑龙江，哈尔滨 150080

基金项目: 国家重点研发计划项目(2018YFC1504405)；中国地震局地震科技星火计划项目(XH18061Y)；河北省高等教育教学改革研究与实践项目(2018GJJG471)

详细信息

作者简介:
高永武(1986−)，男，河北张家口人，高工，博士，主要从事结构工程抗震研究(E-mail:gaoywjg@163.com)

戴君武(1967−)，男，山东昌邑人，研究员，博士，主要从事结构抗震减震方面研究(E-mail: junwudai@126.com)

金　波(1973−)，男，河北密云人，副研究员，博士，主要从事结构工程与工程抗震研究(E-mail: jinbo@iem.net.cn)

通讯作者:
王　涛(1977−)，男，山东邹城人，研究员，博士，主要从事结构工程抗震研究(E-mail: wangtao@iem.ac.cn)

中图分类号: TU311.3；TU435
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出版历程
- 收稿日期: 2019-11-17
- 修回日期: 2020-04-12
- 网络出版日期: 2020-05-24
- 刊出日期: 2020-10-09

STUDY ON FLOOR-RESPONSE SPECTRUM OF NUCLEAR POWER PLANTS CONSIDERING SOIL-STRUCTURE INTERACTIONS

1.
China Earthquake Disaster Prevention Centre, Beijing 100029, China
2.
Institute of Engineering Mechanics, China Earthquake Administration, Key Laboratory of Earthquake Engineering and Engineering Vibration of China Earthquake Administration, Harbin, Heilongjiang 150080, China

摘要

摘要: 楼层谱是核电厂设备、管道抗震设计和抗震裕度评估的重要依据。为了研究不同烈度下场地土对核电厂楼层谱的影响，该文使用叠层剪切土箱模拟土体及其边界条件，对某新型核电厂房进行1∶25缩尺模型地震模拟振动台实验。选取10组水平加速度地震动记录，按照运行安全地震动(OBE)0.15 g、极限安全地震动(SSE)0.30 g和超设计基准地震动(ULE)0.75 g作为输入。在考虑土-结构相互作用条件下，研究不同地震动强度引起楼层谱的变化规律，并对《核电厂抗震设计规范》中楼层谱确定方法的输入基准地震动进行讨论分析。根据设备响应比分析，揭示了现有核电设备抗震裕度评估方法具有一定的保守性，特别是设备响应比为1/1.5~1.5，采用现有抗震裕度评估方法得到的设备抗震裕度可能小于审核地震动。为了得到该设备的真实抗震裕度，建议对这些设备做更详细分析。
- 楼层谱 /
- 振动台试验 /
- 地震动强度 /
- 抗震裕度评估 /
- 土-结构相互作用
Abstract: Floor response spectrum plays an important role in the seismic design and in the seismic margin analysis for the facilities and pipes inside a nuclear power plant (NPP). This study presents the results of a set of shaking table tests on a scaled nuclear power plant structure of 1∶25, with the underlying soil simulated by a multi-functional laminated shear container where the viscous-elastic boundary has been well reproduced. A group of 10 ground motion records are selected as the input. The peak ground accelerations (PGA) of these motions are scaled to the operational basis earthquake (OBE 0.15 g), the safely shutdown earthquake (SSE 0.30 g), and the ultimate earthquake beyond the design basis standard (ULE 0.75 g), respectively. Considering the soil-structure interaction, the change of floor response spectra caused by the input intensity has been studied. The standard input earthquake for floor response analysis suggested by the "Code for seismic design of nuclear power plants" is also discussed accordingly. According to the analysis of equipment response, it is revealed that the evaluation method of seismic margin of existing nuclear power plant equipment is conservative. Especially the equipment response ratio of 1/1.5 ~ 1.5, the existing seismic margin assessment method to obtain the equipment seismic margin may be less than the qualified ground motion. In order to obtain the true seismic margin of the equipment, it is suggested that these kinds of equipment should be analyzed in a more detail.s of equipment should be analyzed in a more detail.
- floor response spectrum /
- shaking table test /
- seismic intensity /
- seismic margin analysis /
- soil-structure interaction

HTML全文

图 1 核电厂土-结构相互作用模型振动台试验

Figure 1. NPP shaking table test considering soil-structure interaction

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图 2 屏蔽厂房及内部结构简化图　/mm

Figure 2. Simplified diagram of shield and internal structures

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图 3 土动模量比和阻尼比与动剪应变关系试验曲线

Figure 3. Soil dynamic modulus ratio and damping ratio with respect to dynamic shear strain

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图 4 加速度传感器布置图　/mm

Figure 4. Deployment of accelerometers

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图 5 输入地震动标准化5%阻尼比加速度反应谱

Figure 5. Normalized acceleration response spectrum of selected ground motions considering 5% damping ratio

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图 6 不同强度输入A4位置处5%阻尼比反应谱

Figure 6. A4 response spectrum with 5% damping ratio under different earthquakes

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图 7 OBE地震下5%阻尼比楼层谱(PGA 0.15 g )

Figure 7. Floor response spectrum with 5% damping ratio under OBE earthquakes (PGA 0.15 g)

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图 8 SSE地震下5%阻尼比楼层谱(PGA 0.30 g)

Figure 8. Floor response spectrum with 5% damping ratio under SSE earthquakes (PGA 0.30 g)

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图 9 ULE地震下5%阻尼比楼层谱

Figure 9. Floor response spectrum with 5% damping ratio under ULE earthquakes (PGA 0.75 g)

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图 10 不同地震动强度输入各楼层谱特征参数

Figure 10. Profile parameters of normalized floor response spectrum at different stories under different earthquakes

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图 11 试验B2楼层谱

Figure 11. B2 floor response spectrum of test of shaking table

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图 12 楼层响应比

Figure 12. Ratio of floor response

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图 13 设备响应比

Figure 13. Ratio of equipment response

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表 1 屏蔽厂房及内部结构振动台模型一致相似关系

Table 1 General similitude law of shield building and internal structure

物理量	屏蔽厂房	内部结构
长度L	1∶25	1∶25
等效密度ρ=m_a/L³/m_p	1∶1.197	1∶1.114
周期T=1/f	1∶4.04	1∶3.85
位移d=L	1∶25	1∶25
速度v=f×L	1∶6.19	1∶6.49
加速度a=L×f²	1∶1.53	1∶1.67
频率f= (E/ρ)1/2/L	4.04∶1	3.85∶1

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表 2 试验中输入地震动记录

Table 2 Input ground motion records for shaking table tests

输入顺序	地震动名称	震级M_w	震中距/km	持时/s	时间间隔/s
1	Imperial Valley, 1940, El Centro	6.9	10	53.48	0.02
2	1995 Kobe	6.9	3.4	60.00	0.02
3	1994 Northridge	6.7	6.4	60.00	0.02
4	Palos Verdes	7.1	1.5	60.00	0.02
5	Morgan Hill, 1984, Gilroy	6.2	15	60.00	0.02
6	West. Washington, Olympia, 1949	6.5	56	80.00	0.02
7	Puget Sound, Wa., Olympia, 1949	7.1	80	81.84	0.02
8	Tabas, 1978	7.4	1.2	50.00	0.02
9	C. Mendocino, 1992, Petrolia	7.1	8.5	60.00	0.02
10	Northridge, 1994, Olive View	6.7	6.4	60.00	0.02

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