江津市四面山镇新滑坡和滑塌体特征及稳定性
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摘要
滑坡是重庆市重点地质灾害之一 .在地质勘探的基础上 ,采用传递系数法计算滑坡推力 ,从而确定滑坡体和滑塌体的稳定性 .计算分析表明 ,在天然 (枯季 )状态下 (荷载组合I) ,新滑坡稳定性系数为 1 0 5～ 1 4 2 ,滑塌体的稳定性系数为 1 0 5～ 1 31 ,其中大部分剖面稳定性系数在 1 0 5～ 1 0 7之间 ,滑坡呈基本稳定状态 ;在饱水状态 (洪季 )、不考虑土体抗剪强度降低的影响下 (所取土样已为饱水状态 ) ,仅考虑土体总重量增大及河水涨落产生的动水作用时 (荷载组合II) ,新滑坡稳定性系数为 0 97～ 1 0 3,滑塌体稳定性系数为 0 96～ 1 0 6 ,呈较稳定状态 ;在考虑地震力作用时 (荷载组合III) ,新滑坡稳定性系数 0 90～ 1 0 0 (仅 1 0 1 0′剖面为 1 2 4 ) ,滑塌体稳定性系数为 0 90～0 97,呈不稳定状态
The landslide is one of the worst geological disasters in Chongqing. Based on the geological survey, the stability of landslide and slump were determined in terms of slip force calculated by using transfer coefficient method. The results show that: ① in combination I (dry season), the new landslide stability coefficient is 1 05～1 42, the slump is 1 05～1 31, most of them are between 1 05 and 1 07, which is in stable status; ② in combination II (soil moisture is saturated in wet seasons), without concerning the induce of anti shear stress and only concerning increasing weight of soil body and interaction between raise and drop of water level in the mean time, the new landslide stability coefficient is 0 97～1 03, the slump is 0 96～1 06, which are between unstable and stable status; ③ in combination III (the earthquake factor is considered ), the new landslide stability coefficient is 0 90～1 00, the slump is 0 90～0 97, which are in unstable status.
The landslide is one of the worst geological disasters in Chongqing. Based on the geological survey, the stability of landslide and slump were determined in terms of slip force calculated by using transfer coefficient method. The results show that: ① in combination I (dry season), the new landslide stability coefficient is 1 05～1 42, the slump is 1 05～1 31, most of them are between 1 05 and 1 07, which is in stable status; ② in combination II (soil moisture is saturated in wet seasons), without concerning the induce of anti shear stress and only concerning increasing weight of soil body and interaction between raise and drop of water level in the mean time, the new landslide stability coefficient is 0 97～1 03, the slump is 0 96～1 06, which are between unstable and stable status; ③ in combination III (the earthquake factor is considered ), the new landslide stability coefficient is 0 90～1 00, the slump is 0 90～0 97, which are in unstable status.
引文
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2 张倬元.工程地质分析原理.北京:地质出版社,1981
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7 张倬元.工程地质分析原理.北京:地质出版社,1987.227279
8 蔡永胜.长江三峡库区巴东县黄土坡滑坡稳态分析及防滑措施.东南大学学报,2001,31(5):5355
9 郑勇.宝塔滑坡地下水特征分析与降低地下水位提高滑坡稳定性研究.四川地质学报,1997,17(4):277279
10 靳晓光.滑坡深部位移曲线特征及稳定性判识.山地学报,2000,18(5):440444
2 张倬元.工程地质分析原理.北京:地质出版社,1981
3 杨智国.水沟洞滑坡特征及稳定性分析.陕西地质,1998,17(2):5763
4 渠时勤,杨成渝.水对万县市芽棚滑坡稳定性影响分析.重庆交通学院学报,1998,17(3):106111
5 杨智国.水沟洞滑坡特征及稳定性评价.陕西地质,1998,17(2):5759
6 刘汉东.边坡失稳定时预报理论与方法.郑州:黄河水利出版社,1996.1036
7 张倬元.工程地质分析原理.北京:地质出版社,1987.227279
8 蔡永胜.长江三峡库区巴东县黄土坡滑坡稳态分析及防滑措施.东南大学学报,2001,31(5):5355
9 郑勇.宝塔滑坡地下水特征分析与降低地下水位提高滑坡稳定性研究.四川地质学报,1997,17(4):277279
10 靳晓光.滑坡深部位移曲线特征及稳定性判识.山地学报,2000,18(5):440444
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