台阶式双面加筋路堤地震响应规律研究

樊成; 熊克健; 刘杰; 刘华北

doi:10.19509/j.cnki.dzkq.2022.0097

台阶式双面加筋路堤地震响应规律研究

doi: 10.19509/j.cnki.dzkq.2022.0097

樊成^1,,
熊克健¹,
刘杰^2, ,,
刘华北¹

1.
华中科技大学土木与水利工程学院，武汉 430074
2.
新疆交通规划勘察设计研究院有限公司科技研发中心，乌鲁木齐 830006

基金项目:

国家自然科学基金项目 51669031

新疆交通设计院科研基金项目 KY2019092504

中央高校基本科研业务费 HUST：2020JYCXJJ047

详细信息

作者简介:
樊成(1994—)，男，现正攻读岩土工程专业博士学位，主要从事加筋土结构的抗震研究工作。E-mail: fancl130@163.com

通讯作者:
刘杰(1986—)，男，高级工程师，主要从事路基工程研究工作。E-mail: hfutliujie@163.com

中图分类号: P631.4
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- 文章访问数: 322
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- 被引次数: 0
出版历程
- 收稿日期: 2021-12-15

Seismic response analysis of tiered back-to-back mechanically stabilized earth(MSE) walls subjected to different earthquake loadings

1.
School of Civil and Hydraulic Engineering, Huazhong University of Science and Technology, Wuhan 430074, China
2.
Science and Technology R & D Center, Xinjiang Transportation Planning, Survey and Design Institute Co., LTD., Urumqi 830006, China

摘要

摘要:
双面加筋路堤是一种较为新型的路堤形式，由于其优良的抗震性能而被越来越广泛地运用于道路建设工程中，而很多双面加筋路堤因工程建设需要分级设计为台阶型。然而国内外对该结构的抗震规律及性能的研究较少，且各类规范并未针对性提出明确的抗震设计方法。在前人的研究基础上，应用非线性动力有限元法分析了双级台阶式双面加筋路堤在地震作用下的响应特性。对填土应用小应变硬化土模型进行了模拟，在模型中考虑了模块面板间以及面板与土体之间的动力作用。为了深入理解加筋土结构的地震动力响应规律，选取了世界各地一类场地上的18条地震动作为地震输入，这些地震动的频谱特性和强度均有较大区别，但是地震的峰值加速度均调幅为0.4g(g为重力加速度)。结果表明：合理的台阶设置能有效减小结构震后变形，提高整体抗震稳定性；台阶式双面加筋路堤的地震位移模式主要受输入地震动频谱特性和结构自振频率性质的共同影响，台阶宽度的变化改变了结构质量及刚度的分布，一定程度影响了结构的振动形态。本研究建立起结构整体筋材最大拉力与输入地震动Arias强度(I_A^input)、地震持续时间T_d、台阶宽度C、地震卓越频率f_i以及结构固有频率f_r的拟合关系式，从一个侧面定位了这些影响因素对双面加筋路堤抗震性能的影响。经过研究，在实际工程中应控制面板附近土体的压实度，使其满足工程要求，合理设置台阶和台阶宽度，可以减少路基在地震作用下顶部的不均匀沉降和面板的侧向位移；在路堤结构底部筋材拉力较大部分，可通过设置抗拉强度更大的筋带来增强整体结构的稳定性。研究结果可以为实际工程设计提供参考。
- 台阶式双面加筋路堤 /
- 抗震性能 /
- 有限元分析 /
- 台阶宽度 /
- 筋材拉力 /
- 地震响应
Abstract:
As a newly developed embankment type, back-to-back mechanically stabilized earth(MSE) walls have been increasingly used for the construction of roads and embankments in recent years due to their great earthquake-resistant performance, and a large number of these walls are built in tiered configurations to meet the needs of construction. However, the available literature on the seismic response of tiered back-to-back MSE walls is very limited, and existing design guidelines do not provide a clear earthquake-resistant design approach for these walls. Based on previous analysis, a finite-element procedure was used to simulate the seismic response of two-tiered back-to-back MSE walls under earthquake loading. In this study, the backfill soil was simulated using the hardening soil model with small-strain stiffness (HSS model), and the block-block, and soil-block interactions under earthquake loading were considered. To gain insight into the seismic behavior of reinforced soil structures, 18 ground motion records at class I sites around the world were scaled to a peak acceleration of 0.4g and employed as the excitation motions, which had very different frequency characteristics and earthquake intensities. The results showed that an appropriate tier offset decreased the residual deformations and effectively increased the seismic stability of the walls; the deformation mode for two-tiered back-to-back MSE walls subject to seismic loading was mainly influenced by the frequency characteristics of the input ground motion as well as the fundamental frequency of these walls, and the change in the distribution of structure mass and stiffness due to the change in tier offset modified the structural vibration mode to a certain extent. It was also found that there existed good correlations between the maximum reinforcement load and the Arias intensity(I_A^input), the duration T_d, the tier off-set C, the predominant frequency f_i of the input ground motion, and the natural resonant frequency check spelling of the wall, which identified the influence of these factors on the earthquake-resistant performance of back-to-back MSE walls from one side. The research results can provide reference for practical engineering design.
- tiered back-to-back mechanically stabilized earth(MSE) walls /
- earthquake-resistant performance /
- finite element analysis /
- tier offset /
- reinforcement load /
- seismic response

HTML全文

图 1 台阶式双面加筋路堤模型示意图

H.路堤高度; H₂.下级台阶高度; L.土工格栅长度; C.台阶宽度; S_v.竖向加筋间距; q.路堤均布荷载

Figure 1. Tiered back-to-back MSE wall model

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图 2 0.02g(g为重力加速度)输入的白噪声时程图

Figure 2. Time-distance of the input excitation with a peak acceleration of 0.02g

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图 3 0.02g输入的白噪声频谱图

Figure 3. Spectrum of the input motion with a peak acceleration of 0.02g

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图 4 直立式路堤顶部输出频谱图(台阶宽度C=0)

Figure 4. Resonant-frequency characteristics of the back-to-back MSE wall model at the top (tier offset: C=0)

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图 5 4种不同台阶宽度结构顶部沉降

Figure 5. Residual road surface settlement of back-to-back MSE walls with different tier offsets

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图 6 结构上层左侧筋材拉力分布对比

Figure 6. Comparison of the reinforcement load distributions of the left portion of the upper tiers

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图 7 4种台阶宽度双面加筋路堤的左右面板残余侧移

Figure 7. Residual lateral left and right facing displacement of back-to-back MSE walls with four tier offsets

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图 8 4种台阶宽度结构的中轴线残余侧移

Figure 8. Residual lateral displacement of the central axis of back-to-back MSE walls with four tier offsets

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图 9 部分地震作用下左右面板与中轴线残余侧移的比较

Figure 9. Comparison of the residual lateral displacement of the left and right facing and central axes for typical earthquake cases

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图 10 左右面板残余侧移最大差值随台阶宽度的变化

Figure 10. Relationship between the tier offset and the maximum difference between the residual lateral left and right facing displacements

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图 11 左侧筋材最大拉力

Figure 11. Maximum reinforcement loads

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图 12 2种地震作用后左侧筋材最大拉力对比

Figure 12. Comparison of maximum reinforcement loads at the end of shaking for two typical cases

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图 13 地震作用后整体筋材最大拉力随台阶宽度的变化

Figure 13. Relationship between tier offset and the maximum reinforcement load at the end of shaking

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图 14 整体筋材最大拉力与左右面板残余侧移最大差值的关系

Figure 14. Relationship between the maximum reinforcement load and the maximum difference between the residual lateral left and right facing displacements

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图 15 地震动强度指标和虚拟参数S₂的关系

Figure 15. Relationship between virtual parameter S₂ and the earthquake intensity index

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表 1 材料参数

Table 1. Material parameters

参数	回填土	面板间接触面	地基土
材料模型	HSs	M-C	M-C
材料类型	排水的	排水的	排水的
γ_unsat	14.3	20	20
E_ref/E₅₀^ref	5 000	2×10⁶	1.5×10⁵
ν	—	0.2	0.3
E_oed^ref	5 800	—	—
E_ur^ref	17 000	—	—
m	0.5	—	—
c_ref	2.5	50	2.3
φ	37.3	35	40.5
ψ	7	0	10
γ_0.7	0.000 4	—	—
G₀^ref	30 000	—	—

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表 2 各参数的定义

Table 2. Parameter definition

符号	定义	单位
γ_unsat	土体天然重度	kN/m³
E_ref	土体杨氏模量	kN/m²
ν	泊松比	—
E₅₀^ref	标准三轴排水试验得到的割线模量	kN/m²
E_oed^ref	侧限加载试验得到的切线模量	kN/m²
E_ur^ref	卸载重加载模量	kN/m²
m	幂指数	—
c_ref	土体黏聚力	kN/m²
φ	土体内摩擦角	°
ψ	土体剪胀角	°
γ_0.7	割线模量为70%的应变水平	—
G₀^ref	初始小应变模量	kN/m²
H	路堤高度	m
L	土工格栅长度	m
S_V	竖向加筋间距	m

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表 3 18种地震动信息

Table 3. Characteristics of 18 input earthquake motions

地震名	T_d/s	f_i	I_A	$\frac{I_{\mathrm{A}}}{\sqrt{T_{\mathrm{d}}}}$
ALTADENA	4.3	2.78	0.89	0.43
ARRAY	12.0	10.00	1.62	0.47
CORRALIT	12.1	3.33	1.28	0.37
EL_CENTRO	29.5	3.85	2.70	0.50
HOLLISTE	22.0	1.85	2.53	0.54
HOLLY-WOOD	44.0	2.08	4.45	0.67
LACC_NOR	21.0	4.17	2.40	0.52
LEXINGT	6.4	0.98	1.49	0.59
LOMA_PRIETA	11.0	1.56	1.68	0.51
NEWHALL	11.0	1.47	2.56	0.77
OAK_WHAF	9.4	1.52	1.32	0.43
PARKFIELD	13.0	6.25	0.80	0.22
PETROLIA	20.0	1.52	1.55	0.35
POMONA	10.7	4.55	1.30	0.40
S_MONICA	15.0	8.33	1.35	0.35
SYLMARFF	9.46	2.78	1.10	0.36
TAFT	36.0	2.78	3.40	0.57
YERMO	34.9	4.55	4.69	0.79
f_i为地震卓越频率；T_d为地震动持续时间；I_A为Arias强度

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表 4 公式(6)系数

Table 4. Coefficients in formula (6)

a	b	c	d
3.96	1.78	-3.01	-0.033

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