SEISMIC FRAGILITY ANALYSIS OF FRAME-SUPPORTED MULTI-RIBBED COMPOSITE WALL STRUCTURE
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摘要: 地震易损性分析通过概率计算建立地震强度和结构损伤之间的关系，可以实现结构地震风险预测和评估。为了对框支密肋复合墙结构在不同地震强度下的抗震能力进行评估，该文采用OpenSEES有限元软件，选用密肋复合墙的刚架-等效斜撑简化模型，建立结构整体分析模型，基于增量动力时程分析(IDA)和易损性分析，研究不同参数的变化对结构抗震性能的影响。结果表明：转换层刚度比的变化对结构性能影响显著，结构竖向布置均匀对抗震有利，建议8度区框支密肋复合墙结构的刚度比取值为1.0~2.5；肋柱数量、砌块强度的变化可对结构的抗震性能产生影响，应合理选择；混凝土强度等级对结构的抗震性能影响较大，在实际应用中应在满足规范要求的前提下选择较大的混凝土强度等级。Abstract: Seismic fragility analysis can be used to predict and assess the seismic risk of structures by quantitatively establishing the relationship between seismic intensity and structural damage. This paper aims to evaluate the seismic capacity of frame-supported multi-ribbed composite wall structure under different seismic intensities. Models of the whole building are constructed in OpenSEES, which use the simplified frame-equivalent diagonal brace model of multi-ribbed composite wall, and the influence of different parameters on the seismic performance of the structure is studied based on the Incremental Dynamic Analysis (IDA) and fragility analysis. The results show that the change of the stiffness ratio of the transfer floor has significant impact on the structural performance. Uniform arrangement of the structure along the vertical direction can improve the seismic resistance. It is suggested that: the stiffness ratio of the frame structures with multi-ribbed composite wall in areas with an seismic intensity of 8 should be 1.0 - 2.5; the number of ribbed columns and block strength can affect the seismic performance of the structure, which should be reasonably selected; and the concrete strength has significant effect on the seismic performance of the structure, and concrete with higher grade should be adopted in practice while the code requirements should be satisfied.
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图 6 动力时程分析计算值与试验值对比
Figure 6. Dynamic time history analysis of calculated and experimental values
表 1 结构配筋表
Table 1. Structural reinforcement
构件 构件尺寸 纵筋 箍筋 框支梁 400 mm×800 mm 6 
框支柱 600 mm×600 mm 8 连接梁 200 mm×400 mm 4 连接柱 400 mm×400 mm 4 肋梁 100 mm×200 mm 4 肋柱 100 mm×200 mm 4 
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表 2 各模型工况布置情况和转换层刚度比
Table 2. Layout and transfer-floor stiffness ratio of each model
模型 底层墙体布置 刚度比$k_{\text{2} }/k_{\text{1}}$ 模型M1 底部布置0道墙体 4.973 模型M2 底部布置2道墙体 2.636 模型M3 底部布置4道墙体 1.793 模型M4 底部布置6道墙体 1.359 模型M5 底部布置8道墙体 1.094 模型M6 底部布置12道墙体 0.787
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表 3 修正系数的取值
Table 3. Values of correction coefficient
墙板中肋柱跨数 1跨 (2根肋柱) 2跨 (3根肋柱) 3跨 (4根肋柱) 4跨 (5根肋柱) $ \zeta $ 0.11 0.12 0.18 0.23
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表 4 模态分析各阶频率计算值与试验值对比
Table 4. Modal analysis natural vibration of calculated and experimental values
振型序号 试验值/Hz 计算值/Hz 误差/(%) 1 6.90 7.14 3.36 2 18.32 19.36 5.37 3 31.50 32.51 3.11
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表 5 框支密肋复合墙结构性能水准和极限状态界限值
Table 5. Description and
${\theta _{\max }}$ corresponding to limit states结构性能水准 性能水准的宏观描述 ${\theta _{\max }}$界限值 立即使用LS1 结构没有出现塑性侧移，基本完好，不经修补便可继续使用 0.0010 生命安全LS2 结构表面发生破坏，非结构构件破坏比较严重，但不会威胁到生命安全，修复后继续使用 0.0050 防止倒塌LS3 结构强度及刚度都已严重退化，塑性变形大，处于局部或整体倒塌临界状态，结构随时可能倒塌 0.0083
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表 6 选取的地震波信息
Table 6. Selected ground motion
编号 地震波名称 发生时间 测点位置 PGA/g 01 El-Centro 1940 El-Centro calif 0.349 02 Westmorland 1981 Westmorland Fire 0.368 03 Kocaeli,Turkey 1999 Izmit，090(ERD) 0.224 04 Imperial Valley 1979 El-Centro Array 0.139 05 Morgan Hil 1 1984 Gilroy Array #3 0.395 06 BigBear 1992 Civic center grounds 0.491 07 TH1TG035 1980 Del Valle Dan(Toe)，Calif S 0.212 08 Whittier Narrows 1987 Compton-Castlegate St 0.332 09 Northridge-01 1994 LA-Temple&Hope 0.184 10 Duzce,Turkey 1999 Duzce 0.404
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