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沈   寧¹  ,  宗   亮² ,  李   萌³  ,  謝東武⁴

( 1 .  中水華東規(guī)劃設(shè)計(jì)有限公司 ， 山東 濟(jì)南 250100 ;  2.  水發(fā)規(guī)劃設(shè)計(jì)有限公司 ， 山東 濟(jì)南 250100 ; 3 .  濟(jì)南市水文中心 ， 山東 濟(jì)南 250014 ;  4.  同濟(jì)大學(xué) 土木工程學(xué)院地下建筑與工程系 ，上海 200092)

摘   要 ：在巖石邊坡工程中，巖體內(nèi)部應(yīng)力的釋放可能誘發(fā)斷裂和擾動(dòng) ，尤其是在爆破作業(yè)期間 ，這種擾 動(dòng)效應(yīng)尤為突出。考慮到巖體擾動(dòng)的影響 ，采用 Hoek- Brown 破壞準(zhǔn)則 ，通過(guò)有限元和極限解析法 ，系統(tǒng)評(píng)估了擾動(dòng)因子和邊坡坡度對(duì)邊坡潛在滑動(dòng)面及其穩(wěn)定性的影響。結(jié)果表明：擾動(dòng)因子和邊坡角度顯著影響巖石邊坡  的穩(wěn)定性 ，特別是在巖質(zhì)較差的邊坡中 ，這一影響更加顯著 ；擾動(dòng)水平可能被視為常數(shù)或沿邊坡呈線性變化， 若在穩(wěn)定性評(píng)估中忽視巖體擾動(dòng)的影響 ，可能導(dǎo)致穩(wěn)定系數(shù)的估值偏大；不同擾動(dòng)因素情況下切巖邊坡的上限塑性區(qū)域 ，均質(zhì)邊坡的破壞面  (D = 常數(shù)）更淺 ；破壞面的頂部從坡頂向斜面靠近，但破壞模式仍為邊坡趾部破壞 ；僅降低邊坡角度并不能確保邊坡的穩(wěn)定性 ，在巖體邊坡穩(wěn)定性評(píng)價(jià)中，必須全面考慮動(dòng)因子的作用。

關(guān)鍵詞：Hoek- Brown 破壞準(zhǔn)則 ；切巖邊坡 ；穩(wěn)定性系數(shù) ；巖體擾動(dòng)

中圖分類號(hào)：TU452           

文獻(xiàn)標(biāo)志碼：A           

文章編號(hào)： 1005- 8249   (2024)  04- 0040- 08 

DOI:10. 19860/j.cnki.issn1005 - 8249.2024.04.008

SHEN Ning¹  ,  ZONG Liang² ,  LI Meng³  ,  XIE Dongwu⁴

( 1 . Eastern China Water Conservancy Design Co. ，Ltd. ，Jinan 250100 ,  China;   2. Shuifa Planning & Design Co. ，Ltd. ，Jinan 250100 ,  China;  3 . Jinan  Center of Hydrology ,  Jinan 250014 ,  China;  4. Department of Underground Architecture and Engineering ,

School of Civil Engineering ,  Tongji University ,  Shanghai 200092 ,  China)

Abstract: In rock slope engineering, the release of internal stress within the rock mass can induce fractures and disturbances, especially during blasting operations, where these disturbance effects are particularly pronounced. Considering the impact of rock mass disturbances, this study systematically evaluates the influence of disturbance factors and slope angles on the potential sliding surface and stability of slopes using the Hoek-Brown failure criterion, finite element method, and limit analysis method. The results indicate that disturbance factors and slope angles significantly affect the stability of rock slopes, especially in slopes with poorer rock quality, where this impact is more pronounced. The disturbance level may be considered constant or vary linearly along the slope. Ignoring the impact of rock mass disturbances in stability assessments may lead to overestimation of the stability factor. Under different disturbance factors, the upper plastic zone of the cut rock slope and the failure surface of the homogeneous slope (D = constant) are shallower. The top of the failure surface moves closer to the slope from the crest, but the failure mode remains toe failure of the slope. Simply reducing the slope angle does not ensure slope stability. In the evaluation of rock slope stability, the role of disturbance factors must be comprehensively considered.

Keywords: Hoek-Brown failure criterion; cut rock slope; stability coefficient; rock mass disturbance

*基金項(xiàng)目： 國(guó)家自然科學(xué)基金項(xiàng)目  (41977227) 。

作者簡(jiǎn)介：沈   寧  (1981 —)  男 ，本科 ，高級(jí)工程師 ，研究方向：水利工程規(guī)劃設(shè)計(jì)。 

通信作者：謝東武  (1980—)  男 ，博士 ，高級(jí)工程師 ，研究方向：地下建筑工程。

收稿日期：2023- 04- 20