Seismic Response of Railway Bridges in Active Complex Tectonic Zones Part Ⅰ: Effects of Fault Effects
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摘要:
近断层地震对桥梁的影响日益引起关注.本研究提出了桥梁‒土‒桩基全局建模方法，强调了更详细的桥墩及土壤非线性的真正好处，它可以比一系列轴载更真实地描述物理现象.协同SHAKE91程序并利用p-y曲线、t-z曲线和q-z曲线建立土‒桩基非线性模型，采用双线性模型模拟桥墩及桩基础的滞回特性，建立不良地质发育区铁路桥梁‒土‒桩基多跨简支梁桥体系模型，计算其弹塑性地震响应，分析Ap/vp等对桥梁的弹塑性地震响应的影响.研究结果表明：桥梁横竖向响应受Ap/vp影响特点不同，相比墩底固结工况，考虑桩基后桥梁横向地震响应减小；对于竖向响应，在Ap/vp > 10时桥梁竖向地震响应降低，说明竖向地震在较高频率影响桥梁地震响应.
Abstract:There is a growing worry about the impact of near-fault earthquakes on bridges. This paper presents a bridge-soil-pile foundation global modeling technique that stresses the actual advantages of more comprehensive abutment and soil nonlinearity, which may reflect physical events more accurately than a sequence of axial loads. The nonlinear soil-pile foundation model is established using p-y, t-z, and q-z curves and the SHAKE91 program. The bilinear model is employed to simulate the hysteretic characteristics of the pier and pile; the high-speed railway bridge-soil-pile model is established in this paper. The elastic-plastic seismic response of a high-speed railway bridge subjected to the near-fault ground motions and the Ap/vp ratio on the seismic response of the bridge-pile system is analyzed. The results indicate that the Ap/vp ratio influences the bridge's lateral and vertical response in different ways. In contrast with the fixed base bridge, the lateral response of the bridge decreases for the bridge-foundation system. On the other hand, for the same bridge-foundation system, the vertical response decreases when Ap/vp is greater than 10, which demonstrates the vertical NF ground motion impacts the seismic response of the bridge in the high-frequency range.
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Key words:
- near-fault ground motions /
- railway bridge /
- p-y curve /
- Ap/vp ratio /
- engineering geology
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图 2 列车‒桥梁‒桩基计算模型
a. 3D桩土模型；b. 非线性p-y单元
Fig. 2. Model of train-bridge-foundation system
图 3 考虑桩土的列车‒桥梁系统简图
a. 桥梁-桩基模型示意图；b. 桩基础立面图（单位m）；c. 桩基础平面图（单位mm）
Fig. 3. Model of bridges considering SSI
图 5 Japan Kobe 1995地震KJMA/Shin-Osaka波作用下考虑SSI H+V输入桥梁地震响应时程
Fig. 5. Seismic responses of bridge subjected to Japan Kobe 1995, KJMA/Shin-Osaka ground motions
图 6 脉冲/远场地震速度/位移时程曲线
a.脉冲地震速度时程；b.远场地震速度时程
Fig. 6. Velocity/displacement time-history curve under pulse/far field earthquakes
图 7 近/远场地震下桥梁地震响应峰值与Ap/vp关系
Fig. 7. Relationship between Ap/vp and peak seismic response of the bridge under near fault/far field ground motion
图 8 不考虑/考虑SSI H+V输入工况近远场地震下墩底第1单元转角时程曲线
a.脉冲地震；b.远场地震
Fig. 8. Rotation time-history curve at the first element of the pier base subjected to the near-fault/far field horizontal and vertical ground motions without/with the consideration of the SSI
图 9 脉冲/远场地震下梁体横向加速度傅里叶谱图
a.脉冲地震塑性；b.远场地震塑性
Fig. 9. Fourier spectrum of lateral acceleration at the girder under pulse/far field earthquakes with considering the SSI
图 10 脉冲(a)/远场地震(b)FN分量傅里叶谱
Fig. 10. Fourier spectrum of the FN component of pulse (a) far field (b) earthquakes
表 1 脉冲近场地震
Table 1. Pulse-typed near-fault ground motion database
地震名称 台站 震级 断层距(km) 场地 Tp
(s)PGAH
(g)PGVH (cm/s) PGAV
(g)$ {\partial }_{PGA} $ Ap/vp Kobe 1995 KJMA 6.9 1.0 粘土 1.09 0.854 105.6 0.342 0.401 8.08 Northridge 1994 Rinaadi 6.7 0.0 粘土 1.25 0.869 149.0 0.834 0.959 5.84 Kobe 1995 Takatori 6.9 1.4 粘土 1.55 0.682 153.2 0.271 0.398 4.45 Imperial Valley 06 1979 Agrarias 6.53 0.6 粘土 2.34 0.311 53.5 0.834 2.679 5.82 Duzce 1999 Bolu 7.1 6.6 粘土 5.94 0.775 65.8 0.202 0.261 11.79 Chi-Chi 1999 TCU059 7.62 3.6 粘土 7.78 0.168 64.1 0.056 0.334 2.63 注：Tp为脉冲周期；PGAH为横向峰值地震加速度；PGVH为横向峰值地震速度；PGAV为竖向峰值地震加速度；竖向峰值地震加速度与横向峰值地震加速度比值$ {\partial }_{PGA}=PG{A}_{\mathrm{V}}/PG{A}_{\mathrm{H}} $；Ap/vp是横向峰值加速度与横向峰值速度的比值. 
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表 2 远场地震
Table 2. Far-field ground motion database
地震名称 台站 震级 断层(km) 场地 PGAH
(g)PGVH (cm/s) PGAV
(g)$ {\partial }_{PGA} $ Ap/vp Chi-Chi 1999 CHY036 7.6 16.1 粘土 0.322 36.31 0.104 0.322 8.89 Kobe 1995 Shin-Osaka 6.9 19.2 粘土 0.186 29.96 0.058 0.314 6.23 Imperial Valley 1979 El Centro Array #13 6.5 21.9 粘土 0.138 14.23 0.045 0.330 9.70 Loma Prieta 1989 Coyote Lake Dam (Downst) 6.9 20.8 粘土 0.159 10.30 0.0947 0.593 15.50 Chi-Chi 1999 CHY092 7.6 22.7 粘土 0.111 60.71 0.119 1.076 1.83 Loma Prieta 1989 Capitola 6.9 15.2 粘土 0.371 34.55 0.541 1.455 10.75
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表 3 桥墩/桩柱弯矩‒曲率骨架曲线响应计算值
Table 3. Calculated value of skeleton-frame curves of moment-curvature relation of pier/pile
地震方向 屈服转角
(10-3 rad)屈服弯矩
(103 kN·m)极限转角
(10-3 rad)极限弯矩
(103 kN·m)桥墩 横桥向 0.47 56.40 17.87 97.9 顺桥向 1.45 24.80 52.63 35.8 桩柱 横桥向 2.31 5.05 47.1 6.14 顺桥向 2.18 5.71 44.3 6.96
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表 4 地质参数
Table 4. Soil column properties
层序号 到桩顶距离段(m) 土层厚度(m) 岩土名称 密度
(g/cm3)剪切波速
(m/s)泊松比 剪切模量(MPa) 弹性模量(MPa) 1 0~3.5 3.5 淤泥、淤泥质土 1.85 85 0.46 13.37 49.47 2 3.5~11.0 7.5 含淤泥粉砂 1.94 191 0.35 70.77 274.59 3 11~29 18 全风化花岗片麻岩 2.05 311 0.27 198.28 812.95 4 29~31 2 强风化花岗片麻岩 2.00 1 200 0.25 2 880 11 250 5 31~34 3 弱风化花岗片麻岩 2.10 1 500 0.22 4 725 16 601
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表 5 脉冲近场地震弹塑性响应峰值
Table 5. Peak seismic response of the pulse-typed near-fault ground motions
地震波 梁跨中竖向位移
(mm)墩底轴力
(104 kN)墩顶横向位移
(mm)墩底剪力
(104 kN·m)墩底弯矩
(104 kN·m)Kobe 1995, KJMA 25.59 1.34 31.30 0.50 6.30 Northridge01 1994, Rinaadi 21.26 1.37 29.50 0.43 5.96 Kobe 1995, Takatori 22.00 1.56 28.60 0.52 6.39 Imperial Valley06 1979, Agrarias 32.58 1.87 23.17 0.34 5.26 Duzce 1999, Bolu 22.75 1.41 36.24 0.41 6.06 Chi-Chi 1999, TCU059 21.52 1.37 32.50 0.48 6.37
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表 6 远场地震弹塑性响应峰值
Table 6. Peak seismic response of the far field-typed ground motions
地震波 梁跨中竖向位移(mm) 墩底轴力
(104 kN)墩顶横向位移(mm) 墩底剪力
(104 kN·m)墩底弯矩
(104 kN·m)Chi-Chi 1999, CHY036 21.48 1.38 28.66 0.46 6.01 Kobe 1995, Shin-Osaka 26.09 1.37 22.98 0.42 5.99 Imperial Valley 1979, El Centro Array #13 23.31 1.39 20.06 0.21 3.05 Loma Prieta 1989, Coyote Lake Dam (Downst) 25.20 1.47 19.95 0.32 3.54 Chi-Chi 1999, CHY092 23.08 1.38 32.14 0.47 6.17 Loma Prieta 1989, Capitola 32.71 1.99 29.23 0.49 6.19
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