陕西省柞水县不稳定斜坡变形破坏模式研究
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摘要
通过对柞水县104处不稳定斜坡的调查分析,发现区内以堆积层不稳定斜坡为主;最有利于不稳定斜坡发育的原始坡度区间为30°～45°,最有利于不稳定斜坡发育的原始坡高区间为50～100 m,且由于人类工程活动减弱,在原始坡度大于45°、坡高大于100 m的高陡斜坡,不稳定斜坡发育反而减少;不稳定斜坡变形破坏模式主要表现为滑移-拉裂模式、滑移-压致拉裂模式和弯曲-拉裂模式三类,其中以滑移-拉裂模式发育最为广泛。
Through the investigation and analysis of 104 unstable slopes in Zhashui County,it is found that the stacked unstable slope is the main slope in the area. The original slopes range is 30 ～ 45 degrees,which is most favorable to the development of unstable slopes,and the original height interval which is most conducive to the development of unstable slope is 50 ～ 100 m. Due to the weakening of human engineering activities,the development of unstable slopes is reduced in high-steep slopes with original slopes greater than 45°and slope heights greater than 100 m. The deformation and failure modes of unstable slopes are mainly divided into three categories:slip-cracking pattern,slip-compression cracking pattern and bending-cracking pattern and slip-cracking pattern is the most common pattern.
Through the investigation and analysis of 104 unstable slopes in Zhashui County,it is found that the stacked unstable slope is the main slope in the area. The original slopes range is 30 ～ 45 degrees,which is most favorable to the development of unstable slopes,and the original height interval which is most conducive to the development of unstable slope is 50 ～ 100 m. Due to the weakening of human engineering activities,the development of unstable slopes is reduced in high-steep slopes with original slopes greater than 45°and slope heights greater than 100 m. The deformation and failure modes of unstable slopes are mainly divided into three categories:slip-cracking pattern,slip-compression cracking pattern and bending-cracking pattern and slip-cracking pattern is the most common pattern.
引文
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[2]袁蒲菁.柞水县地质灾害风险评价[D].西安:长安大学,2015.
[3]刘彦随.柞水县山体滑坡及泥石流灾害研究[J].陕西师大学报:自然科学版,1993(4):55-57.
[4]姚翔龙,赵法锁,王雁林,等.陕南秦巴山区地质灾害隐患调查识别探讨--以柞水县为例[J].灾害学,2016,31(3):230-234.
[5]CARLTON L H O.Development of an unstable slope management system[R].Gniversity of Massachusetts Amherst,1991.
[6]HO C L,KNUTSON R.A Pilot study of an unstable slope management system[R].Washington State Transpor-tation Center,Pullman,1994.
[7]乔建平.不稳定斜坡危险度的判别[J].山地研究,1991(2):117-122.
[8]马建青,谢宗英,李小林,等.青海省重大工程区潜在不稳定斜坡调查与灾害风险评价[J].中国地质灾害与防治学报,2009,20(2):91-94.
[9]强菲,赵法锁,段钊.陕南秦巴山区地质灾害发育及空间分布规律[J].灾害学,2015,30(2):193-198.
[10]赵法锁,王勇智,陈新建,等.陕西省柞水县地质灾害详细调查报告[R].西安:中国地质调查局西安地质调查中心,2013.
[11]强菲,赵法锁,党亚倩.陕南秦巴山区地质灾害与影响因素的相关性分析[J].南水北调与水利科技,2015,13(3):557-562.
[12]曹东宏,朱赖民,李犇,等.陕西省柞水县王家沟卡林型金矿床地质特征及成因初探[J].地质与勘探,2009,45(1):23-29.
[13]姜建伟,赵法锁,祝俊华,等.陕西省吴起县斜坡几何形态与地质灾害相关性研究[J].灾害学,2018,33(2):188-192.
[14]张茂省,校培喜,魏兴丽,等.延安市宝塔区滑坡崩塌地质灾害[M].北京:地质出版社,2009.[15张倬元,王士天,王兰生.工程地质原理[M].北京:地质出版社,1994.
[16]祝俊华,陈志新,赵法锁,等.延安市不稳定斜坡发育特征研究[J].灾害学,2016,31(4):61-64.
[17]李博融.秦巴山区堆积层滑坡发育规律及危险性研究[D].西安:西安科技大学,2012.
[18]徐建伟.水环境对边坡稳定性影响的分析[J].公路,2009(7):47-50.