西南地区某机场高填方边坡变形破坏特征及稳定性分析
发布时间：2018-08-28 15:57
【摘要】：该机场为高填方机场,在机场回填结束后该机场4、5标段填方边坡土面区和道槽区产生裂缝变形,依据监测单位所提供的监测资料,该区域变形尚未稳定,收敛趋势不明显。4、5标段该边坡的变形目前并可能对边坡上部填方区及上方跑道区稳定性构成影响,从而威胁该区边坡整体稳定,进一步影响道槽安全,威胁飞机起降。该项目目的便是为查清该段边坡变形形成的成因,变形特征,为处理该区域变形提供依据。该填方体变形范围最远以跑道地面裂缝为界,前缘根据前期变形监测资料显示主要在边坡反压平台上部,两侧变形不明显,.无明显侧向剪切裂缝,斜坡总体在平面上近似于圈椅状(冰斗形)展布。主要有变形范围整体顺坡长约200m,宽约400m,平均厚约25m,坡面斜坡形态从高到低呈上陡下缓的形态,剖面上呈折线形地形。该边坡于2012年4月14日开始填筑,2012年12月填筑至1952m时(设计标高为1964m),反压平台内侧坡面上发生了较大位移,平台内侧排水沟等破坏较多,之后,在反压平台外侧增加宽25m、厚30m的土层平台,反压平台上部增加厚20m的土层进行反压,反压处理后再于2013年4月中旬进行坡顶填筑,2013年5月底填筑至设计标高,后期填筑高度约12m。反压处理后坡面变形明显收敛,变形区域平缓,增设反压平台起到了较好的压脚作用。通过对变形边坡应急勘查和深部位移监测和地面位移监测数据,提出了对该高填方变形边坡坡采取抗滑桩+增设反压平台的治理措施建议,通过抗滑桩+土层反压治理,边坡变形得到遏制,处于基本稳定状态。本论文对该高填方变形边坡的发育特征、影响条件及机制成因等开展了分析,并对该变形边坡的稳定性采取了定量的计算。
[Abstract]:The airport is a high-fill airport. After the backfilling of the airport, crack deformation occurs in the soil surface area and channel area of the fill slope of the airport's No. 4 / 5 section. According to the monitoring data provided by the monitoring unit, the deformation in this area has not been stabilized. The convergent trend of the slope is not obvious. The deformation of the slope at present may affect the stability of the upper filling area and the upper runway area of the slope, thus threatening the overall stability of the slope, further affecting the safety of the channel and threatening the take-off and landing of the aircraft. The purpose of this project is to find out the causes and characteristics of the deformation of the slope, and to provide the basis for dealing with the deformation in the region. The deformation range of the fill is furthest bounded by the cracks on the ground of the runway, and the front edge is mainly on the upper part of the backpressure platform of the slope according to the monitoring data of the previous deformation, and the deformation on both sides is not obvious. There is no obvious lateral shear fracture, and the slope is generally similar to the ring chair (ice bucket) distribution on the plane. The main deformation ranges are about 200m in length, 400m in width and 25m in average thickness. The slope shape of slope is steep and gentle from high to low, and the profile is zigzag. The slope began to be filled on April 14, 2012. When the slope was filled to 1952m in December 2012 (the design elevation was 1964m), a large displacement occurred on the inner slope of the backpressure platform, and more damage was caused to the inner drainage ditch of the platform. The soil layer with a width of 25m and a thickness of 30m is added outside the backpressure platform, and the soil layer with a thickness of 20m is added in the upper part of the backpressure platform, and then the top of the slope is filled in the middle of April 2013. The height is about 12m at the end of May 2013 and the height of the soil layer is about 12m at the end of May 2013. After backpressure treatment, the slope deformation converges obviously, the deformation area is smooth, and the addition of backpressure platform plays a better role in pressing foot. Based on the data of emergency survey, deep displacement monitoring and ground displacement monitoring of the deformation slope, the paper puts forward some measures to control the slope with the high filling deformation, and puts forward some measures to control the slope with anti-slide pile and the anti-slide pile soil layer by the anti-slide pile soil anti-pressure treatment. The slope deformation is restrained and is in a stable state. In this paper, the development characteristics, influencing conditions and mechanism of the high fill deformation slope are analyzed, and the stability of the deformation slope is calculated quantitatively.
【学位授予单位】：西南交通大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：V351.1;TU43
本文编号：2209885
[Abstract]:The airport is a high-fill airport. After the backfilling of the airport, crack deformation occurs in the soil surface area and channel area of the fill slope of the airport's No. 4 / 5 section. According to the monitoring data provided by the monitoring unit, the deformation in this area has not been stabilized. The convergent trend of the slope is not obvious. The deformation of the slope at present may affect the stability of the upper filling area and the upper runway area of the slope, thus threatening the overall stability of the slope, further affecting the safety of the channel and threatening the take-off and landing of the aircraft. The purpose of this project is to find out the causes and characteristics of the deformation of the slope, and to provide the basis for dealing with the deformation in the region. The deformation range of the fill is furthest bounded by the cracks on the ground of the runway, and the front edge is mainly on the upper part of the backpressure platform of the slope according to the monitoring data of the previous deformation, and the deformation on both sides is not obvious. There is no obvious lateral shear fracture, and the slope is generally similar to the ring chair (ice bucket) distribution on the plane. The main deformation ranges are about 200m in length, 400m in width and 25m in average thickness. The slope shape of slope is steep and gentle from high to low, and the profile is zigzag. The slope began to be filled on April 14, 2012. When the slope was filled to 1952m in December 2012 (the design elevation was 1964m), a large displacement occurred on the inner slope of the backpressure platform, and more damage was caused to the inner drainage ditch of the platform. The soil layer with a width of 25m and a thickness of 30m is added outside the backpressure platform, and the soil layer with a thickness of 20m is added in the upper part of the backpressure platform, and then the top of the slope is filled in the middle of April 2013. The height is about 12m at the end of May 2013 and the height of the soil layer is about 12m at the end of May 2013. After backpressure treatment, the slope deformation converges obviously, the deformation area is smooth, and the addition of backpressure platform plays a better role in pressing foot. Based on the data of emergency survey, deep displacement monitoring and ground displacement monitoring of the deformation slope, the paper puts forward some measures to control the slope with the high filling deformation, and puts forward some measures to control the slope with anti-slide pile and the anti-slide pile soil layer by the anti-slide pile soil anti-pressure treatment. The slope deformation is restrained and is in a stable state. In this paper, the development characteristics, influencing conditions and mechanism of the high fill deformation slope are analyzed, and the stability of the deformation slope is calculated quantitatively.
【学位授予单位】：西南交通大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：V351.1;TU43
【参考文献】
相关期刊论文 前10条
1 陈建君;赵昌贵;;钢管桩在滑坡应急抢险中的应用[J];山西建筑;2014年30期
2 钱日高;宋文平;;地质模型与物理模拟在建立滑坡预报模型和预报判据中的综合应用[J];科技致富向导;2012年12期
3 张开;;滑坡国内外研究概况的综述[J];科技创新导报;2012年04期
4 李亮;褚雪松;;An Improved Particle Swarm Optimization Algorithm with Harmony Strategy for the Location of Critical Slip Surface of Slopes[J];China Ocean Engineering;2011年02期
5 张金山;沈兴菊;魏军林;;泥石流堆积扇发育演化特征观测研究[J];长江流域资源与环境;2010年12期
6 王运生;徐鸿彪;罗永红;吴俊峰;;地震高位滑坡形成条件及抛射运动程式研究[J];岩石力学与工程学报;2009年11期
7 冯文凯;石豫川;何川;鲍立新;;恩子坪2~#滑坡特征及稳定性三维数值模拟分析[J];水文地质工程地质;2008年05期
8 陈禄俊;邢爱国;陈龙珠;殷跃平;童立强;;高速远程滑坡飞行数值分析[J];水文地质工程地质;2008年05期
9 何冬晓;谢世友;孙在斌;邓晓军;;中国地质灾害发育特点及防治对策综述[J];四川地质学报;2007年01期
10 刘传正;张明霞;孟晖;;论地质灾害群测群防体系[J];防灾减灾工程学报;2006年02期
相关硕士学位论文 前3条
1 黄河清;地震诱发滑坡（碎屑流）成因机理及运动学特性初步研究[D];成都理工大学;2010年
2 陈江;贵州省六盘水机场道中高填方边坡稳定性研究[D];成都理工大学;2008年
3 张宁;荔波机场高填方边坡稳定性研究[D];四川大学;2003年
，本文编号：2209885
本文链接：https://www.wllwen.com/kejilunwen/diqiudizhi/2209885.html
