Seismic behavior of integral skewed continuous girder bridges
Article Text (Baidu Translation)
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摘要: 采用SAP2000软件建立了某整体式斜交连续梁桥的三维有限元模型，通过非线性时程分析，研究了整体式斜交连续梁桥在地震作用下的受力特性及抗震性能，并探究了跨数、斜交角、台后土密实度和墩高等主要结构及基础参数对该类桥梁地震响应的影响。研究结果表明：整体式斜交连续梁桥中震害变形主要集中于桥台桩，桩顶截面在峰值加速度为0.4g的地震作用下形成塑性铰时，墩顶支座无破坏，且桥墩几乎无损伤；桥台桩位移及纵桥向弯矩的最大值均位于桩顶，而横桥向弯矩最大值可能位于桩顶或桩身反向弯矩峰值处；随着跨数的增加，整体式斜交连续梁桥的地震响应尤其是墩顶支座剪切应变及桥面转角明显增大，当跨数由单跨增加到4跨时，地震响应均增加了1倍以上，墩顶支座剪切应变甚至增加近2倍；随着斜交角的增加，桩顶纵桥向位移、桩顶截面屈服面函数值及中跨转角明显增大，斜交角为60°时，桩顶纵桥向位移增加了3倍以上，斜交角为45°时，墩顶支座剪切应变最大；随着台后土密实度的增加，各构件纵桥向位移响应与墩顶支座的纵向剪切变形降低，桥台桩、桥墩纵桥向位移及墩顶支座纵向剪切变形分别减小了12.9%、9.3%和9.5%；随着墩高的增加，墩顶位移明显增加，而支座剪切应变明显降低，但桩顶位移及桩顶截面屈服面函数值几乎不变；当墩高从4 m增大到9 m时，墩顶漂移率增大了42.1%，墩顶支座剪切应变减小了57.5%。Abstract: A three-dimensional finite element model of an integral skewed continuous girder bridge was established by using SAP2000 software, and the nonlinear time-history analysis was conducted to investigate the mechanical properties and anti-seismic behavior of the integral skewed continuous girder bridge under seismic actions, and the influences of major structures and basic parameters on the seismic responses of this kind of bridge were explored, such as the number of spans, skew angle, compactness of soil behind abutment, and pier height. Research results show that the deformation caused by seismic damages in the integral skewed continuous girder bridge mainly focuses on abutment piles, and when plastic hinges are formed at the pile top under seismic actions with a peak ground acceleration (PGA) of 0.4g, the supports at the pier top and the piers are basically not damaged. The maximum values of abutment pile displacement and longitudinal bending moment are located at the pile top, while the maximum value of transverse bending moment may be located at the pile top or the peak of the reverse bending moment of the pile body. With the increase in the number of spans, the seismic responses of the integral skewed continuous girder bridge increase obviously, especially the shear strain of the supports at the pier top and the rotation angle of the bridge deck. When the number of spans increases from one to four, the seismic responses have doubled, and the shear strain of the supports at the pier top even increases nearly two times. With the increase in skew angle, the longitudinal displacement at the pile top, the yield surface function value of the cross-section at the pile top, and the angle of rotation in the middle span obviously increase. When the skew angle is 60°, the longitudinal displacement at the pile top increases more than three times, and the shear strain of the supports at the pier top is the largest when the skew angle is 45°. With the increase in the compactness of the soil behind the abutment, the longitudinal displacement response of all components and the longitudinal shear deformation of the supports at the pier top reduce. The longitudinal displacements of the abutment piles and piers and the longitudinal shear deformation of the supports at the pier top reduce by 12.9%, 9.3%, and 9.5%, respectively. With the increase in pier height, the displacement at the pier top increases significantly, and the shear strain of the supports decreases obviously, but the value of the displacement and yield surface function of the cross-section at the pile top is almost unchanged. When the pier height increases from 4 m to 9 m, the drift rate at the pier top increases by 42.1%, and the shear strain of the supports at the pier top decreases by 57.5%. 4 tabs, 18 figs, 32 refs.
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图 1 整体式斜交连续梁桥有限元分析模型
Figure 1. Finite element analysis model of integral skewed continuous girder bridge
图 13 不同跨数下桥台桩、桥墩和墩顶支座的地震响应
Figure 13. Seismic responses of abutment pile, pier and pier top support under different numbers of spans
图 14 不同跨数下桥面的地震响应
Figure 14. Seismic responses of bridge deck under different numbers of spans
图 15 不同斜交角下桥台桩、桥墩和墩顶支座的地震响应
Figure 15. Seismic responses of abutment pile, pier and pier top support under different skew angles
图 16 不同斜交角下桥面的地震响应
Figure 16. Seismic responses of bridge deck under different skew angles
图 17 不同墩高下桥台桩、桥墩和墩顶支座的地震响应
Figure 17. Seismic responses of abutment pile, pier and pier top support under different pier heights
图 18 不同墩高下桥面的地震响应
Figure 18. Seismic responses of bridge deck under different pier heights
表 1 两种损伤状态下的墩顶漂移率
Table 1. Drift ratios of pier top under two damage states
墩柱损伤状态 墩顶漂移率/% 混凝土保护层脱落 2.2 纵筋开始屈曲 6.3 
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表 2 整体式斜交连续梁桥各构件的损伤评价指标
Table 2. Damage evaluation indexes of each component of integral skewed continuous girder bridge
评价指标 地震强度/g 0.1 0.2 0.3 0.4 0.5 0.6 墩顶漂移率/% 0.08 0.17 0.27 0.38 0.48 0.58 墩顶支座剪切应变 0.151 0.372 0.615 0.900 1.244 1.693 桥台桩顶屈服面函数值 0.204 0.379 0.647 0.917 1.138 1.157
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表 3 不同台后土密实度下桥台桩、桥墩和墩顶支座的地震响应
Table 3. Seismic responses of abutment pile, pier and pier top support under different soil compactness behind abutment
土体重度 桥台桩 桥墩 墩顶支座 桩顶纵桥向位移/mm 桩顶横桥向位移/mm 桩顶屈服面函数值 墩顶纵桥向位移/mm 墩顶横桥向位移/mm 墩顶漂移率/% 纵桥向剪切变形/mm 横桥向剪切变形/mm 剪切应变 松散 -26.3 -72.0 0.940 5.4 11.7 0.32 22.1 62.8 0.918 密实 -22.9 -73.1 0.925 4.9 11.8 0.31 20.0 63.5 0.921
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表 4 不同台后土密实度下桥面的地震响应
Table 4. Seismic responses of bridge deck under different soil compactness behind abutment
土体重度 桥面纵桥向位移/mm 桥面横桥向位移/mm 桥面转角/10-4rad 0#桥台 1#桥墩 2#桥墩 3#桥台 0#桥台 1#桥墩 2#桥墩 3#桥台 左边跨 中跨 右边跨 松散 21.3 24.4 28.4 31.3 74.2 81.5 72.1 48.7 6.99 3.83 9.07 密实 18.3 21.3 25.3 28.2 75.6 82.5 72.7 49.5 6.93 4.00 9.16
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