基于图表法的土质斜坡永久位移快速评价方法研究

李丞; 赵熹; 徐兴倩; 屈新

doi:10.3724/j.gyjzG23090403

基于图表法的土质斜坡永久位移快速评价方法研究

doi: 10.3724/j.gyjzG23090403

李丞¹,
赵熹²,
徐兴倩²,
屈新^3, ,

1. 凯里学院建筑工程学院, 贵州凯里 556011;
2. 云南农业大学水利学院, 昆明 650201;
3. 安阳工学院土木与建筑工程学院, 河南安阳 455000

基金项目:

凯里学院博士启动专项课题(BS20230101)

凯里学院校级科研项目(YTH-XM2024011)

贵州省教育厅高等学校科学研究项目(黔教技〔2022〕361,[2024],348)

安阳市重点研发与推广专项(2023C01SF211)。

贵州省2022年省级“金课”(一流课程)建设项目(SJJK202214)

国家自然科学基金项目(42307269,42107195)

详细信息

作者简介:
李丞,讲师,博士,研究方向为山地灾害防治,licheng_730@163.com。

通讯作者:
屈新,讲师,博士,研究方向为岩体变形破坏数值模拟,xqu1987@163.com。

计量
- 文章访问数: 44
- HTML全文浏览量: 8
- PDF下载量: 2
- 被引次数: 0
出版历程
- 收稿日期: 2023-09-04
- 网络出版日期: 2025-01-04
- 刊出日期: 2024-12-20

Study on a Rapid Evaluation Method for Permanent Displacement of Soil Slopes Based on Stability Charts

LI Cheng¹,
ZHAO Xi²,
XU Xingqian²,
QU Xin^{3
, ,}

1. School of Architectural Engineering, Kaili University, Kaili 556011, China;
2. School of Water Resources, Yunnan Agricultural University, Kunming 650201, China;
3. School of Civil and Architecture Engineering, Anyang Institute of Technology, Anyang 455000, China

摘要

摘要: 地震作用下土质斜坡的稳定性快速评价是目前土木工程界关注的热点。传统上,采用稳定性图和Newmark模型快速评价土质斜坡地震稳定性。然而,在大多数稳定性图的研究中,采用安全系数法评价斜坡地震稳定性。而以Newmark模型为基础的永久位移稳定性图由于假设斜坡模型为一个无限平面,导致计算结果往往偏大。为此,提出一种快速计算土质斜坡临界加速度的新方法,该方法克服了稳定性图和Newmark模型的局限性。基于摩尔-库仑强度准则采用有限元极限分析方法对概化土质斜坡进行数值建模,根据864个案例的计算结果,绘制了土质斜坡临界加速度图,通过两步回归分析,建立了土质斜坡临界加速度与斜坡参数间的函数表达式,并将该方法与Newmark模型和数值解进行比较。结果表明:该方法的计算精度比Newmark模型更接近数值解,且通过对拟静力法和永久位移法的比较,反映了开发该方法的必要性。所建立的土质斜坡永久位移评价方法可靠、简单,可用于设计初期的稳定性评价,并为后续土坡的抗震设计提供参考。
- 土质斜坡 /
- 图表法 /
- 永久位移 /
- 快速评价
Abstract: To quickly evaluate the stability of soil slopes under earthquake action is currently a hot topic in the civil engineering circle. Traditionally, stability charts and the Newmark model were used to quickly evaluate the seismic stability of soil slopes. The safety factor method was used in the most studies on the stability charts to evaluate slope seismic stability. In addition,as the stability charts for permanent displacement on the basis of Newmark Model adopted a hypothesis of infinite plane, the calculations usually were larger than the actual values. Therefore, a new method for quickly calculating the critical acceleration of soil slopes was proposed, which overcome the limitations of stability charts and the Newmark model. Based on the Mohr-Coulomb strength criterion, the numerical model for generalized soil slope was constructed by the finite element limit analysis method. According to the calculation results on 864 cases, a critical acceleration chart for soil slopes was drawn. Through two-step regression analysis, a function expression between critical acceleration of soil slopes and the slope parameters was established, and the method proposed in the paper was compared with the Newmark model and numerical solutions. The results showed that in comparisons with the solutions by the Newmark model, the calculational accuracy of solutions by the proposed method was closer to that by the numerical solutions. The necessity of developing the proposed method was reflected by comparing the quasi-static method with the permanent displacement method. The established evaluation method of permanent displacement for soil slopes was reliable and simple, and could be used for stability evaluation in the initial design stage, providing reference to subsequent seismic design of soil slopes.
- soil slope /
- stability chart /
- permanent displacement /
- rapid evaluation

HTML全文

参考文献(22)

[1]	屈新, 徐兴倩, 吕谦,等. "串层锚杆"加固的反倾层状岩质边坡稳定性分析[J]. 人民长江,2021,52(12):115-121.
[2]	覃伟. 充水隙宽对顺层岩质边坡稳定性的影响[J]. 人民长江, 2021, 52(7):185-191.
[3]	JIBSON R W. Methods for assessing the stability of slopes during earthquakes:a retrospective[J]. Engineering Geology, 2011: 122, 43-50.
[4]	TAYLOR D W. Stability of earth slopes[J].Journal of the Boston Society of Civil Engineers, 1937,24:197-246.
[5]	孙超伟, 柴军瑞, 许增光,等. 求解三维均质边坡安全系数的稳定性图表法研究[J]. 岩土工程学报, 2018, 40(11):2068-2077.
[6]	MICHALOWSKI R L. Stability charts for uniform slopes[J]. Journal of Geotechnical and Geoenvironme, 2002, 128(4): 351-355.
[7]	TANG G P, ZHAO L H, LI L, et al. Stability charts of slopes under typical conditions developed by upper bound limit analysis[J]. Computers and Geotechnics, 2015, 65: 233-240.
[8]	YOU L, MICHALOWSKI R L. Displacement charts for slopes subjected to seismic loads[J]. Computers and Geotechnics, 1999, 25(1): 45-55.
[9]	TIZNADO J C, OPAZO C, SILVA M P, et al. An integrated methodology for displacement-based sesimic design of homogeneous slopes[J]. Soil Mechanics and Foundation Engineering, 2018, 55(1): 16-24.
[10]	JIBSON R W. Regression models for estimating coseismic landslide displacement[J]. Engineering Geology,2007,91(2):209-218.
[11]	JIBSON R W, HARP E L, MICHAEL J. A method for producing digital probabilistic seismic landslide hazard maps[J]. Engineering Geology, 2000, 58(3): 271-289.
[12]	NEWMARK N M. Effects of earthquakes on dams and embankments[J]. Geotechnique, 1965, 15(2): 139-160.
[13]	KRABBENHOFT K, LYAMIN A V. Strength reduction finite-element limit analysis[J]. Geotechnique Letters, 2015, 5(4): 250-253.
[14]	LI A J, MERIFIELD R S, LYAMIN A V. Stability charts for rock slopes based on the Hoek-Brown failure criterion[J]. International Journal of Rock Mechanics and Mining Sciences, 2008, 45(5): 689-700.
[15]	LYAMIN A V, SLOAN S W, KRABBENHØFT K, et al. Lower bound limit analysis with adaptive remeshing[J]. International Journal for NumericaL Methods in Engineering, 2005, 63(14): 1961-1974.
[16]	SLOAN S W. Geotechnical stability analysis[J]. Géotechnique, 2013, 63(7): 531-571.
[17]	LOUKIDIS D, BANDINI P, SALGADO R. Stability of seismically loaded slopes using limit analysis[J]. Geotechnique, 2003, 53(5): 463-479.
[18]	AMBRASEYS N N, MENU J M. Earthquake-induced ground displacements[J]. Earthquake Engineering and Structural Dynamics, 1988, 16: 985-1006.
[19]	中华人民共和国建设部.建筑边坡工程技术规范:GB 50330—2002[S]. 北京:中国建筑工业出版社,2002.
[20]	黄帅, 吕悦军, 彭艳菊. 基于永久位移的边坡地震稳定性安全评价方法研究[J]. 土木工程学报, 2016, 49(增刊2):120-125.
[21]	王本栋, 李四全, 许万忠,等. 基于Newmark法对加固边坡安全系数法的对比研究[J]. 地质灾害与环境保护, 2023, 34(1):64-70.
[22]	江德军,杨杰,乔蓓,等.地震作用下土质边坡稳定性分析方法适用性分析[J].水电能源科学, 2013, 31(12):113-116.