整体式斜交桥中桥台钢桩地震响应

赵秋红; 郭浩猛; 董硕; 王晴薇; 陈宝春; 周勇军

doi:10.19818/j.cnki.1671-1637.2022.05.006

整体式斜交桥中桥台钢桩地震响应

doi: 10.19818/j.cnki.1671-1637.2022.05.006

赵秋红^{1, 2,},
郭浩猛¹,
董硕³,
王晴薇⁴,
陈宝春⁵,
周勇军^6, ,

1.
天津大学建筑工程学院，天津 300350
2.
天津大学滨海土木工程结构与安全教育部重点实验室，天津 300350
3.
山东科技大学山东省土木工程防灾减灾重点实验室，山东青岛 266590
4.
北京构力科技有限公司，北京 100013
5.
福州大学土木工程学院，福建福州 350116
6.
长安大学公路大型结构安全教育部工程研究中心，陕西西安 710064

基金项目:

国家自然科学基金项目 51878447

国家自然科学基金项目 51678406

中央高校基本科研业务费专项资金项目 300102212524

详细信息

作者简介:
赵秋红(1975-)，女，湖北宜昌人，天津大学副教授，工学博士，从事桥梁抗震、高性能结构及材料研究

通讯作者:
周勇军(1978-)，男，湖北孝昌人，长安大学教授，工学博士

中图分类号: U443.15
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出版历程
- 收稿日期: 2022-05-31
- 刊出日期: 2022-10-25

Seismic responses of abutment steel piles in integral skewed bridges

1.
School of Civil Engineering, Tianjin University, Tianjin 300350, China
2.
Key Laboratory of Coast Civil Structure Safety of Ministry of Education, Tianjin University, Tianjin 300350, China
3.
Shandong Provincial Key Laboratory of Civil Engineering Disaster Prevention and Mitigation, Shandong University of Science and Technology, Qingdao 266590, Shandong, China
4.
Beijing Glory PKPM Technology Co., Ltd., Beijing 100013, China
5.
College of Civil Engineering, Fuzhou University, Fuzhou 350116, Fujian, China
6.
Research Center of Highway Large Structure Engineerin on Safety, Ministry of Education, Chang'an University, Xi'an 710064, Shaanxi, China

Funds:

National Natural Science Foundation of China 51878447

National Natural Science Foundation of China 51678406

Fundamental Research Funds for the Central Universities 300102212524

More Information

Author Bio:
ZHAO Qiu-hong (1975–), female, born in Yichang, Hubei Province, associate professor at Tianjin University, PhD. She is mainly engaged in research on earthquake resistance and high-performance structures and materials of bridges. E-mail: qzhao@tju.edu.cn

ZHOU Yong-jun (1978–), male, born in Xiaochang, Hubei Province, PhD, professor at Chang'an University. E-mail: zyj@chd.edu.cn

摘要

摘要: 采用有限元分析软件SAP2000建立了某整体式斜交桥的三维结构模型，通过离散非线性弹簧单元模拟桥台-台后土以及H型钢桩-桩周土的土-结构相互作用，通过一系列双向地震作用下的非线性时程分析，研究了桩的朝向、桩周土刚度及桩头转动刚度对整体式斜交桥中H型钢桩地震响应的影响规律。研究结果表明：双向地震作用下，H型钢桩的横桥向位移显著大于纵桥向，且受桩朝向的影响更为明显，强、弱轴弯矩均呈正反双向分布，屈服面函数最大值一般位于桩顶，另一峰值则位于桩身2~4 m埋深处；钢桩绕强轴弯曲布置时，桩顶纵桥向位移相比绕弱轴弯曲时降低18.2%，但横桥向位移增大47.7%，桩顶处绕强轴弯矩增加约3.9倍，桩身反向强轴弯矩峰值降低67.0%，桩顶处绕弱轴弯矩基本不变，桩身反向弱轴弯矩峰值增加约1.0倍；随着桩周土刚度的降低，桩顶纵、横桥向位移增大，桩顶屈服面函数值降低，而桩身屈服面函数峰值增加，桩身更不易保持弹性；当桩头采用柔性连接时，桩顶纵、横桥向位移均增大，桩顶屈服面函数值降低，有利于保护桩头，而桩身屈服面函数峰值增加，当桩头转动刚度过低时甚至可能大于桩顶刚度，导致桩身在罕遇地震作用下先进入塑性。
- 桥梁工程 /
- 整体式斜交桥 /
- 非线性时程分析 /
- H型钢桩 /
- 桩的朝向 /
- 桩周土刚度 /
- 桩头转动刚度
Abstract: A three-dimensional structural model of a integral skewed bridge was established by using finite element analysis software SAP2000, and the interactions of abutment-soil behind the abutment and H-shaped steel pile-soil around the pile were simulated through a discrete nonlinear spring element. Through nonlinear time-history analysis under a series of bi-directional seismic actions, the influence rules of pile orientation, stiffness of the soil around the pile, and rotational stiffness of pile head on the seismic responses of the H-shaped steel pile in the skewed integral abutment bridge were studied. Research results show that under bi-directional seismic actions, the transverse displacement of the H-shaped steel pile is significantly greater than the longitudinal displacement, and greatly affected by the pile orientation. The bending moments around the strong and weak axes distribute in both positive and negative directions. The maximum values of yield surface function are generally located at the pile top, while the other peak values are located at the 2-4 m where the pile body is buried. When the steel pile is arranged around strong axis bending, the longitudinal displacement at the pile top reduces by 18.2% compared with that around weak axis bending, but the transverse displacement increases by 47.7%. The bending moment around the strong axis at the pile top increases by about 3.9 times, while the bending moment peak value of reverse strong axis of the pile body decreases by about 67.0%. The bending moment around the weak axis at the pile top basically unchanges, while the bending moment peak value around the reverse weak axis of the pile body increases by about 1.0 times. With the decrease in the stiffness of the soil around the pile, the longitudinal and transverse displacements at the pile top improve, and the yield surface function value at the pile top reduces slightly, while the peak value of the yield surface function of the pile body increases. The pile body is difficult to be elastic. When a flexible connection is adopted at the pile head, the longitudinal and transverse displacements at the pile top both rise. The yield surface function value at the pile top decreases, and the pile head can be protected effectively, but the peak value of the yield surface function of the pile body increases. When the rotational stiffness of the pile head is too low, the peak value of the yield surface function of the pile body may be higher than the value at the pile top, and thus the pile body may enter the plastic stage first under rare earthquakes.
- bridge engineering /
- integral skewed bridge /
- nonlinear time-history analysis /
- H-shaped steel pile /
- pile orientation /
- stiffness of soil around pile /
- rotational stiffness of pile head

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图 1 整体式斜交桥有限元模型

Figure 1. Finite element model of integral skewed bridge

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图 2 有限元模型

Figure 2. Finite element models

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图 3 台后土弹簧力-位移曲线

Figure 3. Force-displacement curves of abutment soil springs

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图 4 桩周土弹簧力-位移曲线

Figure 4. Spring force-displacement curves of soil around pile

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图 5 H型钢桩的截面弯矩-曲率曲线

Figure 5. Moment-curvature curves of H-shaped steel pile

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图 6 整体式斜交桥H型钢桩朝向

Figure 6. Orientations of H-shaped steel pile of integral skewed bridge

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图 7 桩头包裹橡胶板的桥台-H型钢桩柔性连接节点^[22]

Figure 7. Abutment-H-shaped steel pile flexible joint for pile head with rubber plate

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图 8 桥台-H型钢桩柔性连接节点的有限元模型

Figure 8. Finite element model of flexible joint of abutment-H-shaped steel pile

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图 9 骨架曲线的对比

Figure 9. Comparison of skeleton curves

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图 10 峰值加速度调整为0.6g的El-Centro、Taft及Lan1地震波记录

Figure 10. El-Centro, Taft and Lan1 seismic wave records with peak acceleration adjusted to 0.6g

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图 11 不同H型钢桩朝向的桩顶位移时程曲线

Figure 11. Displacement time-history curves of tops of H-shaped steel piles with different orientations

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图 12 不同H型钢桩朝向的桩身位移、弯矩及屈服面函数值分布

Figure 12. Distributions of displacements, moments and yield surface function values of H-shaped steel pile bodies with different orientations

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图 13 不同桩周土刚度下H型钢桩的桩身位移、弯矩及屈服面函数值分布

Figure 13. Distributions of displacements, moments and yield surface function values of H-shaped steel pile bodies with different soil stiffnesses around piles

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图 14 不同桩头转动刚度下桩身位移分布与桩顶位移曲线

Figure 14. Distributions of pile body displacements and curves of pile top displacements with different rotational stiffnesses of pile heads

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图 15 不同桩头转动刚度下H型钢桩的弯矩与屈服面函数值分布

Figure 15. Distributions of moments and yield surface function values of H-shaped steel pile with different rotational stiffnesses of pile heads

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表 1 桥梁基本信息

Table 1. Basic information of bridge

上部结构	主梁高/m		1.09
	主梁中心距/m		2.21
	桥面板厚度/m		0.21
桥台	高×厚/m		2.50×0.76
	台后密实砂土	内摩擦角/(°)	39
	台后密实砂土	容重/(kN·m^-3)	16.20
桩基础	截面型号		HP 12×84
	桩周密实砂土	内摩擦角/(°)	35
	桩周密实砂土	容重/(kN·m^-3)	19.20
橡胶支座	型号		GJZ 350×600×99

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表 2 桥梁有限元分析模型

Table 2. Finite element analysis models of bridge

编号	桩的朝向	桩周土	桩头转动刚度/(kN·m·rad^-1)
编号	桩的朝向	桩周土	强轴	弱轴
M-1	沿桥梁轴线绕弱轴	密实	0(铰接)
M-2			1.00×10²	2.86×10¹
M-3			1.00×10³	2.86×10²
M-4			1.00×10⁴	2.86×10³
M-5			8.52×10⁴(贴橡胶板)	2.31×10⁴(贴橡胶板)
M-6			1.00×10⁵	2.86×10⁴
M-7			5.00×10⁵	1.43×10⁵
M-8			1.00×10⁶	2.86×10⁵
M-9	沿桥梁轴线绕弱轴	密实	∞(刚接)
M-10	沿桥台法线绕弱轴
M-11	沿桥梁轴线绕强轴
M-12	沿桥台法线绕强轴
M-13	沿桥梁轴线绕弱轴	松散
M-14	沿桥台法线绕弱轴	松散

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表 3 不同桩朝向时H型钢桩的地震响应

Table 3. Seismic response of H-shaped steel piles with different orientations

模型编号	钢桩朝向	桩顶纵桥向位移/mm	桩顶横桥向位移/mm	强轴弯矩M₁/(kN·m)		弱轴弯矩M₂/(kN·m)		屈服面函数值φ
模型编号	钢桩朝向	桩顶纵桥向位移/mm	桩顶横桥向位移/mm	M₁₊	M_1－	M₂₊	M_2－	φ₊	φ_－
M-9	沿桥梁轴线绕弱轴	37.4	102.8	73.3	589.3	325.7	136.7	1.15	0.91
M-11	沿桥梁轴线绕强轴	30.6	151.8	358.2	194.5	313.8	276.4	1.35	1.03
M-10	沿桥台法线绕弱轴	33.2	100.9	91.0	636.7	325.8	83.9	1.15	0.98
M-12	沿桥台法线绕强轴	35.1	139.5	269.2	162.8	303.2	270.8	1.16	0.90

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表 4 不同桩周土刚度下H型钢桩的地震响应

Table 4. Seismic responses of H-shaped steel piles with different soil stiffnesses around piles

模型编号	钢桩朝向	桩周土	桩顶纵桥向位移/mm	桩顶横桥向位移/mm	强轴弯矩M₁/(kN·m)		弱轴弯矩M₂/(kN·m)		屈服面函数值φ
模型编号	钢桩朝向	桩周土	桩顶纵桥向位移/mm	桩顶横桥向位移/mm	M₁₊	M_1－	M₂₊	M_2－	φ₊	φ_－
M-9	沿桥梁轴线绕弱轴	密实	37.4	102.8	73.3	589.3	325.7	136.7	1.15	0.91
M-13	沿桥梁轴线绕弱轴	松散	42.7	123.2	87.6	601.2	319.9	121.1	1.12	0.95
M-10	沿桥台法线绕弱轴	密实	33.2	100.9	91.0	636.7	325.8	83.9	1.15	0.98
M-14	沿桥台法线绕弱轴	松散	40.4	117.0	103.0	660.7	321.0	75.4	1.12	1.00

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表 5 不同桩头转动刚度下H型钢桩的地震响应

Table 5. Seismic responses of H-shaped steel piles with different rotational stiffnesses of pile heads

模型编号	桩头强轴转动刚度/(kN·m·rad^-1)	桩顶纵桥向位移/mm	桩顶横桥向位移/mm	强轴弯矩M₁/(kN·m)		弱轴弯矩M₂/(kN·m)		屈服面函数值φ
模型编号	桩头强轴转动刚度/(kN·m·rad^-1)	桩顶纵桥向位移/mm	桩顶横桥向位移/mm	M₁₊	M_1－	M₂₊	M_2－	φ₊	φ_－
M-1	0(铰接)	43.1	137.8	0	657.8	0	201.4	0.000	0.995
M-2	1.00×10²	43.0	144.1	6.3	666.4	0.6	205.5	0.001	1.022
M-3	1.00×10³	43.2	143.9	57.1	665.8	6.0	194.0	0.020	1.022
M-4	1.00×10⁴	48.5	135.2	107.6	669.1	113.6	185.3	0.258	1.045
M-5	8.52×10⁴(贴橡胶板)	44.0	107.9	104.1	606.5	222.1	159.2	0.647	0.929
M-6	1.00×10⁵	43.2	108.6	104.2	605.0	252.0	166.4	0.781	0.930
M-7	5.00×10⁵	41.3	106.8	102.7	602.7	313.1	164.1	1.088	0.919
M-8	1.00×10⁶	37.9	105.9	103.1	600.4	325.7	159.3	1.153	0.925
M-9	∞(刚接)	37.4	102.8	102.9	589.3	325.7	152.8	1.153	0.909

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