用于地下结构地震反应分析的改进反应加速度法

刘春峰; 屈永强; 许紫刚

doi:10.11899/zzfy20210412

用于地下结构地震反应分析的改进反应加速度法

doi: 10.11899/zzfy20210412

1.
江西交通职业技术学院, 南昌330013
2.
华东交通大学, 土木建筑学院, 南昌330013

基金项目: 国家自然科学基金青年项目(52108453)；江西省自然科学基金青年项目(20212BAB214014)；江西省教育厅科学技术研究项目(GJJ200636)；江西省交通运输厅科技项目(2021Z0004)

详细信息

作者简介:
刘春峰，男，生于1983年。讲师。主要从事隧道与地下工程领域研究。E-mail：157517392@qq.com

通讯作者:
许紫刚，男，生于1992年。讲师。主要从事地震工程与防灾工程领域研究。E-mail：xuzigang1027@163.com

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出版历程
- 收稿日期: 2021-03-24
- 刊出日期: 2021-12-31

An Improved Response Acceleration Method for Seismic Analysis of Underground Structures

1.
Jiangxi Vocational and Technical College of Communication, Nanchang 330013, China
2.
School of Civil Engineering and Architecture, East China Jiaotong University, Nanchang 330013, China

摘要

摘要: 为考虑结构的存在对反应加速度法中地震输入荷载的影响，基于《城市轨道交通结构抗震设计规范》（GB 50909—2014）中的反应加速度法，提出将土-结构模型转换为自由场模型的等效方式进行地震反应分析。采用等效自由场进行地震输入荷载计算，近似地考虑了结构的存在对地震输入荷载的影响，以期提高反应加速度法的计算精度。使用有限元软件ABAQUS，采用改进前后反应加速度法对日本大开车站不同工况下的地震反应进行计算。研究结果表明，采用等效自由场计算的地震输入荷载有效提高了反应加速度法的计算精度。在验证等效方式有效性的基础上，分析等效模型宽度的选取对反应加速度法计算结果的影响，建议等效模型边界至结构侧边的距离取为1～3倍结构宽度。
- 地下结构 /
- 改进反应加速度法 /
- 土-结构相互作用 /
- 等效地震作用
Abstract: In order to consider the influence of structure on the seismic input load in the response acceleration method (RAM), an equivalent method for transforming the soil-structure model into a free-field model is proposed based on the RAM in the Code for Seismic Design of Urban Rail Transit Structures (GB 50909—2014). The seismic input load calculated by the equivalent free-field approximately considers the influence of the structure on the seismic input load, and furtherly improves the calculation process of the RAM. The finite element software ABAQUS is used to calculate the RAM and the improvedRAM under the different working conditions of Daikai Station. The results show that the seismic input load calculated by the equivalent free field method effectively improves the calculation accuracy of the RAM. On the basis of verifying the validity of the equivalent method, the influence of the selection of the equivalent model width on the calculation results of the RAM is discussed. It is suggested that the distance from the boundary of the soil-structure model to the side of the structure is equivalent to 1～3 times the structure width.
- Underground structure /
- Improved response acceleration method /
- Soil-structure interaction /
- Equivalent earthquake load

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图 1 反应加速度法计算模型

Figure 1. Response acceleration calculation model

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图 2 改进模型示意

Figure 2. Schematic diagram of the model

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图 3 等效步骤

Figure 3. Equivalent steps

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图 4 模型宽度

Figure 4. Model width

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图 5 大开车站标准断面（单位：m）

Figure 5. Standard cross-section of Dakai subway station (Unit: m)

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图 6 土-结构整体分析模型

Figure 6. Analysis model of soil-structure system

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图 7 典型砂土和黏土动力特性曲线

Figure 7. Dynamic characteristic curves of sand and clay

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图 8 加速度时程曲线

Figure 8. Acceleration time history curves

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图 9 结构变形与内力误差对比

Figure 9. Deformation and internal force error comparison

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表 1 土层参数表

Table 1. Physical properties of soils

分层	土质	厚度/m	密度/(t·m⁻³)	剪切波速/(m·s⁻¹)	泊松比
1	填土	1	1.9	140	0.333
2	砂土	4.1	1.9	140	0.488
3	砂土	3.2	1.9	170	0.493
4	黏土	3.1	1.9	190	0.494
5	黏土	5.8	1.9	240	0.490
6	砂土	22	2.0	330	0.487

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表 2 不同地震作用下结构内力与变形

Table 2. Internal force and deformation of structure under different earthquake load

地震动	幅值	计算方法	顶、底板相对位移/mm	中柱底部弯矩/ [(kN·m)·m⁻¹]	中柱底部剪力/ (kN·m⁻¹)	侧墙底部弯矩/ [(kN·m)·m⁻¹]
Kobe	0.1 g	动力时程分析法	5.77	36.12	11.09	358.40
		RAM-1	5.56(3.66%)	34.06(5.70%)	10.48(5.50%)	341.50(4.72%)
		RAM-2	5.71(1.04%)	35.00(3.10%)	10.78(2.80%)	351.20(2.01%)
	0.2 g	动力时程分析法	16.93	102.70	30.88	887.30
		RAM-1	16.17(4.47%)	99.31(3.30%)	30.80(0.26%)	879.50(0.88%)
		RAM-2	16.44(2.86%)	102.00(0.68%)	30.51(1.20%)	877.00(1.16%)
	0.3 g	动力时程分析法	31.15	187.50	55.97	1476.00
		RAM-1	30.30(2.76%)	181.70(3.09%)	54.43(2.75%)	1447.00(1.96%)
		RAM-2	30.94(0.67%)	185.50(1.07%)	55.44(0.95%)	1474.00(0.14%)
EL Centro	0.1 g	动力时程分析法	14.12	86.02	26.09	771.40
		RAM-1	13.41(5.02%)	81.68(5.05%)	25.04(4.02%)	741.00(3.94%)
		RAM-2	13.61(3.62%)	83.07(3.43%)	25.59(1.92%)	755.90(2.01%)
	0.2 g	动力时程分析法	26.73	160.40	47.59	1288.00
		RAM-1	25.36(5.15%)	151.70(5.42%)	45.47(4.45%)	1241.00(3.65%)
		RAM-2	26.12(2.30%)	156.30(2.56%)	46.82(1.62%)	1278.00(0.78%)
	0.3 g	动力时程分析法	38.75	231.60	68.07	1755.00
		RAM-1	35.48(8.44%)	210.60(9.07%)	62.24(8.56%)	1628.00(7.24%)
		RAM-2	37.51(3.22%)	222.10(4.10%)	65.35(4.00%)	1704.00(2.91%)

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表 3 不同模型宽度-B下结构内力与变形

Table 3. Internal force and deformation of structure with different model width

计算方法	模型宽度-B/ 结构宽度	顶、底板相对位移/mm	中柱底部弯矩/ [(kN·m)·m⁻¹]	中柱底部剪力/ (kN·m⁻¹)	侧墙底部弯矩/ [(kN·m)·m⁻¹]
动力时程分析法	—	5.77	36.12	11.09	358.40
RAM-1	—	5.56(3.66%)	34.06(5.70%)	10.48(5.50%)	341.50(4.72%)
RAM-2	1	5.98(3.67%)	36.67(1.52%)	11.31(1.98%)	368.80(2.90%)
	2	5.78(0.16%)	35.42(1.94%)	10.92(1.53%)	355.50(0.81%)
	3	5.71(1.04%)	35.00(3.10%)	10.78(2.80%)	351.20(2.01%)
	4	5.65(2.05%)	34.64(4.10%)	10.68(3.70%)	347.70(2.99%)
	5	5.63(2.49%)	34.49(4.51%)	10.64(4.06%)	346.20(3.40%)
	7	5.53(4.16%)	33.90(6.15%)	10.46(5.68%)	340.20(5.08%)

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