Seismic Isolation Design and Effectiveness Analysis of Prefabricated Cabins in Modular Substations
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摘要: 变电站属于生命线工程，某模块化变电站的一次设备预制舱底部设有钢构架，舱内设备单列布置，有必要研究并提升这种带钢构架预制舱结构及设备的抗震性能。首先，采用有限元软件ABAQUS进行地震作用下非隔震结构的非线性时程分析；然后，对该工程进行隔震设计并对比了隔震结构和非隔震结构的地震响应；最后，考虑钢构架刚度和隔震支座位置2个因素，在隔震结构的基础上进行参数化分析。结果表明，相较于非隔震结构，经设计的隔震结构延长了结构基本周期，在地震作用下具有较好的加速度和位移控制效果；针对本文选取的研究对象，钢构架截面采用H140结构会通过钢构架变形耗散地震能量，隔震支座不能充分发挥作用；相比于隔震支座布置于柱顶结构，布置于柱底结构具有更好的设备加速度和舱体位移控制效果，然而隔震支座会出现拉力。因此，建议此类结构隔震设计时，隔震支座的下部钢构架应具备一定刚度（当构架上部舱体重量为25 t时，底部构架刚度建议不小于
3615 kN/m），隔震支座位置需综合考虑隔震支座受力和隔震效果。Abstract: Substations are considered as lifeline infrastructure, and modular substations feature a steel frame at the base of the prefabricated cabin for primary equipment, with equipment arranged in a single row inside the cabin. The seismic performance of both the steel-framed prefabricated cabin structure and the equipment within it needs thorough investigation and improvement. In this study, a nonlinear time-history analysis of the non-isolated structure under seismic loading was conducted using the finite element software ABAQUS. Following this, a seismic isolation design was implemented, and the seismic responses of both isolated and non-isolated structures were compared. Additionally, a parametric analysis was performed on the isolated structure, considering factors such as steel frame stiffness and the location of the seismic isolation bearings. The results indicate that the seismic isolation design effectively extends the fundamental period of the structure and provides improved control of both acceleration and displacement during seismic events, compared to the non-isolated structure. For the structure analyzed in this paper, a steel frame with an H140 cross-section dissipates seismic energy primarily through deformation, limiting the effectiveness of the isolation bearings. Furthermore, seismic isolation bearings positioned at the bottom of the column demonstrate better control over equipment acceleration and cabin displacement compared to those placed at the top. However, tensile forces may develop in the isolation bearings at the bottom. Therefore, it is recommended that the steel frame at the base of the isolation bearing have adequate stiffness (with a suggested stiffness of no less than 3 615 kN/m when the upper compartment weighs 25 tons). Additionally, the position of the isolation bearings should be selected carefully, considering both the forces acting on the bearings and their impact on the overall seismic isolation performance of the structure. -
图 6 非隔震结构的1、2阶振型
Figure 6. First-and second-order modes of vibration in non-seismically isolated structure
图 7 地震波PEER RSN 1082作用下非隔震结构时程曲线
Figure 7. Time-distance curves of non-isolated structures under the action of PEER RSN 1082
图 12 隔震结构的1、2阶振型
Figure 12. First-and second-order modes of vibration-isolated structure
图 13 非隔震和隔震结构x方向位移云图
Figure 13. Displacement cloud chart of non-isolation and isolation structures in x direction
图 15 设备最不利点处绝对加速度对比
Figure 15. Comparison of absolute acceleration at the most unfavorable point of equipment
图 16 非隔震和隔震结构PEEQ云图
Figure 16. PEEQ cloud chart of non-isolation and isolation structure
图 18 不同构架截面尺寸下设备峰值加速度响应
Figure 18. Equipment peak acceleration response for different frame section sizes
图 19 不同构架截面尺寸下舱体峰值位移响应
Figure 19. Cabin peak displacement responses for different frame section sizes
图 20 LRB （1）支座下钢柱的剪力-位移曲线
Figure 20. Shear-displacement curves for steel columns under LRB （1） bearing
图 21 LRB （1）支座x方向力-相对位移曲线
Figure 21. Curves of x-direction force - relative displacement for LRB （1） bearing
图 22 不同隔震支座布置方式下设备峰值加速度响应
Figure 22. Equipment peak acceleration responses for different isolation bearing layouts
图 23 不同隔震支座布置方式下舱体峰值位移响应
Figure 23. Cabin peak displacement responses for different isolation bearing layouts
表 1 预制舱结构材料属性
Table 1. Structural material properties of prefabricated cabin
材料 弹性模量
/(N·mm−2)泊松比 屈服强度
/MPa屈服后
刚度比/%密度
/(kg·m−3)Q235 2.1×105 0.3 235 1 7850 设备 2.1×105 0.3 — — 499 
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表 2 地震波基本参数
Table 2. Basic parameters of ground motions
地震动ID（编号） 地震事件 年份 记录台站 震级 PGA/g 时间间隔/s 持时/s PEER RSN 558 （1） Chalfant Valley-02 1986 Zack Brothers Ranch 6.19 0.447 0.005 39.995 PEER RSN 762 （2） Loma Prieta 1989 Fremont - Mission San Jose 6.93 0.127 0.005 39.99 PEER RSN 1082 （3） Northridge-01 1994 Sun Valley - Roscoe Blvd 6.69 0.277 0.01 30.28 PEER RSN 4139 （4） Parkfield-02, CA 2004 PARKFIELD - UPSAR 02 6 0.173 0.005 60 PEER RSN 5797 （5） Iwate 2008 Oomagari Hanazono-cho, Daisen 6.9 0.115 0.01 60 CSMNC RSN 20100 （6） Wenchuan Earthquake 2008 051 FSB 8 0.032 0.005 276 CSMNC RSN 23504 （7） Menyuan Earthquake 2016 063 ZMS 6.4 0.001 0.005 71
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表 3 隔震支座力学参数
Table 3. Mechanical parameters of isolation bearing
型号 有效直径/mm 竖向总刚度/(kN·mm−1) 100%等效水平刚度/(kN·mm−1) 屈服前刚度/(kN·mm−1) 屈服后刚度/(kN·mm−1) 屈服力/kN LNR 200 200 325 288 — — — LRB 200 200 476.8 543 3002 300 10
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表 4 设备最不利点处峰值放大系数αi和峰值加速度减震系数βiso
Table 4. Peak absolute acceleration and peak amplification factor at the most unfavorable point of non-isolation structure
地震动ID 非隔震结构 隔震结构 aPGA/ g aMAX/ g αnon aPGA/ g aMAX/ g αiso βiso/ % PEER RSN 558 （1） 0.4 1.395 3.488 0.4 0.408 1.019 70.791 PEER RSN 762 （2） 0.4 1.372 3.429 0.4 0.532 1.330 61.207 PEER RSN 1082 （3） 0.4 1.700 4.250 0.4 0.535 1.337 68.550 PEER RSN 4139 （4） 0.4 1.695 4.238 0.4 0.490 1.226 71.067 PEER RSN 5797 （5） 0.4 1.257 3.142 0.4 0.525 1.313 58.207 CSMNC RSN 20100 （6） 0.4 1.358 3.394 0.4 0.420 1.049 69.100 CSMNC RSN 23504 （7） 0.4 1.546 3.865 0.4 0.340 0.850 77.998 平均值 0.4 1.475 3.687 0.4 0.464 1.161 68.131
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表 5 参数化模型信息
Table 5. Information of parametric models
模型 钢构架梁柱截面尺寸 隔震支座布置形式 标准 H200 居中布置于柱顶 A H140 居中布置于柱顶 B H400 居中布置于柱顶 C H200 外侧布置于柱顶 D H200 居中布置于柱底
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