EFFECT OF PRECAST FILLED WALL WITH POLYSTYRENE PLATE HORIZONTAL JOINT ON SEISMIC PERFORMANCE OF SHEAR WALLS
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摘要: 为研究水平接缝设置聚苯板的预制填充墙对剪力墙抗震性能影响，完成了4个尺寸相同的剪力墙试件拟静力试验，其中3个试件两侧为现浇剪力墙、中间为水平接缝设置聚苯板的预制填充墙，1个试件为用作对比的整体现浇剪力墙。试验结果表明：4个试件的破坏形态都是整墙正截面受压破坏，但中间为预制填充墙的试件，其两侧现浇墙与预制填充墙结合面开裂、竖向裂缝贯通墙高，中间预制填充墙裂缝明显较少，且现浇墙两端均设置约束边缘构件的试件中间预制填充墙的裂缝更少。试件的极限位移角为1/83~1/50。与现浇剪力墙相比，中间为预制填充墙的剪力墙试件屈服刚度降低了19.4%~61.6%，峰值刚度降低了37.8%~55.6%，表明水平接缝设置聚苯板的预制填充墙可以有效降低刚度。中间为预制填充墙的剪力墙试件的峰值水平力试验值小于现浇剪力墙，其偏心受压承载力仍可按整墙计算，但不计入预制填充墙的竖向分布钢筋。采用有限元分析程序ABAQUS，对试件进行非线性数值模拟及参数分析。结果表明：随着预制填充墙中水平接缝设置的聚苯板厚度增加，水平承载力及刚度降低，变形能力有所提高；随着两侧现浇剪力墙长度减小，水平承载力及刚度降低，变形能力显著提高。Abstract: In order to study the effect of precast filled wall with polystyrene plate horizontal joint on the seismic performance of shear wall, quasi-static tests of 4 pieces of shear wall specimen with the same size were conducted. Three specimens are shear wall specimens with cast-in-place walls at both ends and precast walls with polystyrene board horizontal joint in the middle, and the fourth specimen is cast-in-place shear wall. The test results show that the failure pattern of the four specimens are compression failure of the normal section of the whole wall, but the shear wall specimen with polystyrene plate horizontal joint has vertical cracks through the joint surface of the cast-in-place wall and the precast wall, while the cracks in the middle precast filled wall are significantly less, and the cracks in the middle precast filled wall of the specimen with boundary elements at both ends of the cast-in-place wall are even less. The ultimate drift ratio of the specimens ranges from 1/83 to 1/50. Compared with the cast-in-place shear wall, the yield stiffness of the shear wall specimens with polystyrene plate horizontal joint decreases by 19.4%~61.6%, and the peak stiffness decreases by 37.8%~55.6%, indicating that the precast filled wall with horizontal joint polystyrene plate can effectively reduce the stiffness. The measured peak lateral load of specimens with precast filled wall in the middle is less than that of cast-in-place shear wall, and its eccentric carrying capacity can still be calculated as the whole wall, but the vertically distributed reinforcement of the precast wall is not included. Using the finite element analysis program ABAQUS, the nonlinear numerical simulation and parameter analysis of the specimens were carried out.The simulation results show that the lateral carrying capacity and stiffness decrease, and the deformation capacity increases with the thickness of the polystyrene plate. The lateral carrying capacity and stiffness decrease, and the deformation capacity increases significantly with the decrease of the length of the cast-in-place walls on both sides.
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Key words:
- precast filled wall /
- polystyrene plate /
- quasi-static test /
- seismic performance /
- horizontal joint
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图 15 滞回曲线及骨架曲线模拟值与试验值对比
Figure 15. The hysteresis and skeleton curve obtained from simulation and experiment
图 16 峰值荷载时模拟混凝土应变、钢筋应力云图
Figure 16. Simulation results of strain & stress at peak load stage
图 17 带有不同厚度聚苯板的剪力墙水平力-位移曲线
Figure 17. Lateral load-displacement curves of shear walls with polystyrene plates of different thickness
图 18 不同长度现浇墙的剪力墙水平力-位移曲线
Figure 18. Lateral load-displacement curves of shear walls with cast-in-place walls of different length
表 1 试件配筋表
Table 1. Reinforcement of specimens
试件
编号纵筋 箍筋 竖向分
布筋水平分
布筋拉筋 W1~W4 6 
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表 2 钢筋材料力学性能
Table 2. Material properties of steel bars
直径d/mm 屈服强度fy/MPa 抗拉强度fu/MPa 屈服应变εy/(×10−6) 8 436 650 2180 10 453 641 2265 12 395 606 1975 14 450 636 2250
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表 3 试件的开裂荷载、屈服荷载、峰值荷载
试件编号 开裂荷载Fc/kN 名义屈服荷载Fy/kN 峰值荷载Fp/kN 剪力墙抗弯承载力
水平力Fm/kNFp/Fm + − 平均值 + − 平均值 + − 平均值 W1 53.8 54.3 54.1 1146.8 725.7 936.3 1527.6 1590.6 1558.8 1346.9 1.16 W2 45.7 81.9 63.8 1285.2 1163.2 1224.2 1696.9 1635.1 1666.0 1346.9 1.24 W3 49.8 58.3 54.1 1250.7 1303.9 1277.3 1670.7 1652.1 1661.5 1567.8 1.06 W4 502.6 355.3 429.0 1458.9 1499.1 1479.0 1876.8 1866.8 1871.8 1592.7 1.17
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表 4 试件不同阶段的变形值及延性系数
试件 屈服位移Uy/mm 屈服位移角θy 峰值位移Up/mm 峰值位移角θp 极限位移Uu/mm 极限位移角θu 延性系数μ W1 + 13.50 1/148 30.23 1/66 40.37 1/50(2.0%) 2.99 − 5.46 1/366 19.18 1/104 38.88 1/51(1.9%) 7.12 平均值 9.48 1/211 24.71 1/81 39.63 1/50(2.0%) 4.18 W2 + 7.07 1/283 28.89 1/69 35.15 1/57(1.8%) 4.97 − 5.73 1/349 19.02 1/105 33.47 1/60(1.7%) 5.84 平均值 6.40 1/313 23.96 1/83 34.31 1/58(1.7%) 5.36 W3 + 4.39 1/456 14.58 1/137 23.40 1/85(1.2%) 5.13 − 4.67 1/428 14.24 1/140 23.71 1/84(1.2%) 5.46 平均值 4.53 1/442 14.41 1/139 23.56 1/85(1.2%) 5.30 W4 + 5.18 1/386 15.11 1/132 30.02 1/67(1.5%) 5.80 − 4.33 1/462 10.00 1/200 29.90 1/67(1.5%) 6.91 平均值 4.76 1/420 12.56 1/159 29.96 1/67(1.5%) 6.30
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表 5 试件刚度值
试件
编号开裂刚度Kc/(kN∙mm) 屈服刚度Ky/(kN∙mm) 峰值刚度Kp/(kN∙mm) 极限刚度Ku/(kN∙mm) W1 491.3 98.9 63.1 35.4 W2 532.4 191.2 69.6 41.3 W3 491.4 282.0 115.3 58.9 W4 564.4 311.0 149.1 56.0
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表 6 带有不同厚度聚苯板的剪力墙承载力、变形能力及刚度
Table 6. Carrying capacity, deformation capacity and stiffness of shear walls with polystyrene plates of different thickness
聚苯板厚度/mm 屈服点 峰值点 极限点 $ \mu $ Fy/kN Uy/mm Ky/(kN/mm) FP/kN UP/mm Kp/(kN/mm) Fu/kN Uu/mm θu/(%) Ku/(kN/mm) 30 1268.7 5.7 222.6 1652.1 20.1 82.2 1404.2 31.9 1.6 44.0 5.6 50 1155.2 7.3 158.2 1595.5 19.9 80.2 1342.2 38.9 1.9 34.5 5.7 100 1032.1 6.8 151.8 1529.0 20.0 76.5 1213.4 40.0 2 30.3 5.8 150 907.5 6.8 133.5 1246.1 19.5 63.7 924.3 49.9 2.5 18.5 7.3
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表 7 峰值承载力模拟结果与计算值比较
Table 7. The comparison between simulation results and calculation results
聚苯板厚度/mm 模拟值/kN 按整墙计算值/kN 模拟值/计算值 30 1652.1 1549.9 1.07 50 1595.5 1549.9 1.03 100 1529.0 1549.9 0.99 150 1246.1 1549.9 0.80
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表 8 两侧现浇墙为不同长度时剪力墙承载力、变形能力及刚度
Table 8. Carrying capacity, deformation capacity and stiffness of shear walls with cast-in-place walls of different length
后浇墙长 屈服点 峰值点 极限点 $ \mu $ Fy/kN Uy/mm Ky/(kN/mm) FP/kN UP/mm Kp/(kN/mm) Fu/kN Uu/mm θu/(%) Ku/(kN/mm) 450 mm 433.5 8.2 52.9 628.3 29.9 21.0 516.3 79.6 4.0 6.5 9.7 600 mm 699.6 7.6 92.1 873.9 30.0 29.2 608.0 49.8 2.5 12.2 6.6 900 mm 1155.2 7.3 196.8 1595.5 19.9 82.9 1342.2 38.9 2.0 33.4 5.7
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