Study on Isolated Reinforcement Scheme of Ancient Masonry Pagoda in Sichuan Province
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摘要: 为了更好的保护砖石古塔，最大限度的保留古塔原有建筑和历史风貌，以彭州镇国寺白塔为实例，通过布置不同的隔震方案，分析不同方案下古塔的隔震性能，对比了罕遇地震作用下古塔隔震前后的顶点最大加速度、层间位移和剪力，并进行了隔震后古塔的抗风和抗倾覆验算.研究结果表明：古塔隔震方案宜采用选取尺寸较大的隔震支座，并将其沿隔震层外缘均匀布置；隔震后古塔在罕遇地震作用下的响应显著降低，其中顶点最大加速度下降了80%，层间剪力下降了70%，有效提高了古塔的抗震安全性.Abstract: In order to more effectively protect masonry pagodas and retain their original historical style and features, Pengzhou Zhenguo White Pagoda was examined as a representative case. The isolation performance of the pagoda was analysed using different isolation schemes as parameters. The vertex maximum acceleration, interlayer displacement, and shear force values under rarely severe earthquake before and after isolation were compared, and the wind resistant and anti-overturn status after isolation were calculated. The results showed that the seismic response could be reduced under a rare earthquake by selecting larger isolation bearings and an outer edge arrangement. The maximum acceleration of the vertex was decreased by approximately 80%, while the horizontal shear was decreased by approximately 70%, which effectively improved the seismic safety of the masonry pagoda.
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Key words:
- masonry pagoda /
- base isolation /
- strengthening measure /
- time-history analysis
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图 11 白塔各层最大层间位移角
Figure 11. Maximum story drift ratio of the White Pagoda for each layer
图 12 白塔各层水平剪力最大值
Figure 12. Maximum horizontal shear force of the White Pagoda for each layer
表 1 白塔的几何尺寸
Table 1. Physical dimensions of the White Pagoda
mm 层数 层高 边长 墙厚 心室长 心室宽 1 6 030 6 740 950 2 200 1 940 2 6 120 6 300 930 1 220 1 330 3 5 670 6 380 920 1 220 1 150 4 5 740 6 320 920 1 220 1 110 5 5 720 5 690 640 2 000 1 500 
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表 2 白塔砌体的力学参数
Table 2. Mechanical parameters of the White Pagoda
层数 密度/(kg·m-3) 泊松比 抗压强度/MPa 抗剪强度/MPa 弹性模量/MPa 1~4层 1 800 0.15 1.13 0.062 1 245.20 5层 1 800 0.15 0.94 0.051 592.20
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表 4 白塔自振频率的计算值与实测值对比
Table 4. Comparison of measured and simulated the White Pagoda frequencies
阶数 南北向 东西向 实测值/Hz 计算值/Hz 误差/% 实测值/Hz 计算值/Hz 误差/% 第1阶 1.07 1.03 3.63 1.07 1.06 0.96 第2阶 4.59 5.05 9.97 4.59 4.97 8.25 第3阶 8.40 11.02 31.22 8.70 10.61 21.98
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表 5 隔震支座参数
Table 5. Parameters of isolation bearings
型号 有效直径/mm 总厚度/mm 竖向刚度/(kN·mm-1) 水平屈服力/kN 100%水平剪切应变时刚度/(kN·mm-1) 100%剪切应变水平等效刚度/(kN·mm-1) 屈服前 屈服后 LRB800 800 175 3 753 160.30 14.73 1.13 2.05 LRB900 900 198 4 013 202.90 16.48 1.27 2.29 LNR800 800 175 3 358 — — — 1.11 LNR900 900 198 3 559 — — — 1.24
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表 6 隔震支座在重力荷载代表值作用下压应力
Table 6. Press stress of isolation bearings under gravity load
MPa 支座编号 方案1 方案2 方案3 (1) 1.93 2.52 3.16 (2) 3.55 4.30 4.32 (3) 3.54 2.53 3.18 (4) 1.95 4.51 4.56 (5) 3.66 5.53 5.54 (6) 3.59 4.44 4.46 (7) 5.39 2.80 3.52 (8) 3.81 3.44 3.45 (9) 3.74 2.91 3.66 (10) 2.21 — — (11) 3.04 — — (12) 3.03 — — (13) 2.34 — —
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表 7 隔震支座的最大拉应力
Table 7. Stress of isolation bearings
MPa 支座编号 方案1 方案2 方案3 (1) 0.12 -0.12 -0.04 (2) -2.21 -2.81 -2.94 (3) -0.25 0.94 0.95 (4) 0.98 -0.61 -0.47 (5) -0.37 -3.72 -3.84 (6) 0.99 1.04 0.87 (7) -3.45 -0.36 -0.38 (8) -0.51 -2.36 -2.44 (9) 0.95 0.80 0.78 (10) -0.14 — — (11) -1.78 — — (12) -0.50 — — (13) 0.86 — —
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表 8 隔震前后的白塔前3阶周期对比
Table 8. Comparison of the White Pagoda periods before and after isolation
s 阶数 隔震前 隔震后 第1阶 0.97 1.50 第2阶 0.94 1.47 第3阶 0.24 0.75
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表 9 顶点最大水平加速度
Table 9. Maximum horizontal acceleration of top layer
m/s2 地震波 051AXT TAI01082 ACC 隔震前 18.60 12.14 14.74 隔震后 3.27 2.75 2.79
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表 10 风荷载作用下各层剪力
Table 10. Shear force of each layer under wind load
层数 第5层 第4层 第3层 第2层 第1层 剪力值/kN 179.49 136.77 87.83 47.50 18.15
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表 11 隔震支座所承受最大拉应力
Table 11. Maximum tensile stress of isolation bearings
MPa 支座编号 支座型号 051AXT TAI01082 ACC (1) LRB800 -0.35 1.10 -0.04 (2) LNR900 -3.77 -3.22 -2.94 (3) LRB800 -0.50 -2.76 0.95 (4) LNR900 -0.87 1.00 -0.47 (5) LNR900 -4.81 -4.14 -3.84 (6) LNR900 -0.96 -3.86 0.87 (7) LRB800 -0.67 0.78 -0.38 (8) LNR900 -2.99 -2.60 -2.44 (9) LRB800 -0.80 -3.17 0.78 注:表中正值表示受拉, 负值表示受压.
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