【作者】 王开明；

【导师】 汪家林；

【作者基本信息】 成都理工大学 ， 地质工程， 2010， 硕士

【摘要】 仁宗海堆石坝坝基河床覆盖层深达130m～148m,结构层次复杂,坝基采用悬挂式混凝土防渗墙防渗,墙体最大深度82m;两岸坝肩岩体卸荷强烈,其防渗采用帷幕灌浆处理。拦河坝为复合土工膜面板防渗堆石坝,最大坝高约56m。鉴于坝体结构及地基处理较复杂,国内外类似工程实例较少,初期蓄水阶段大坝的渗流安全及其变形稳定显得尤为重要。本论文通过对渗流渗压及坝体变形监测资料的分析,以及三维渗流场数值模拟,得出以下主要结论:(1)存在库水绕过防渗墙底部向下游渗透,右岸比左岸明显;堆石坝1-1、2-2、3-3监测剖面的渗压变化,以及左岸下层灌浆廊道和压重平台坡脚的渗水,主要是库水绕防渗墙向下游渗透使坝基地下水位上升所致。(2)左岸灌浆帷幕防渗效果较好,不存在明显的坝肩绕渗;右岸下层灌浆廊道、右岸绕渗孔、右岸坝后岸坡的渗水,是库水绕过灌浆帷幕底部以及灌浆帷幕端部向下游渗透引起,其中绕帷幕底部占主导。(3)通过现场检查,以及对渗流和渗流量监测资料的分析,综合判断仁宗海堆石坝的渗流处于异常状态。(4)坝体沉降受库水位升降影响,库水位上升过程大部分测点出现2～8mm量值抬升现象,库水位下降过程各测点下沉量明显增大;蓄水期间坝体表面最大沉降量为50.1mm,不均匀沉降小于1%。(5)坝体水平位移受库水升降变化影响较小,表面测点的水平位移方向向下游,位移量在33mm以内;坝体内部测点除2-2监测剖面上游坝坡的VE7向上游变形外,其它各测斜孔的挠度方向均向下游;堆石坝1-1、2-2、3-3和4-4监测剖面最大坝体挠度分别为99.76mm、-143.66mm、123.47mm和16.06mm。(6)通过现场检查,以及对坝体变形监测资料的分析,综合判断堆石坝变形整体稳定,仅局部即2-2监测剖面上游坝坡变形发展趋势尚未稳定。更多还原

【Abstract】 The thickness of river bed cover at Renzonghai Rock-fill Dam is 130~148m, which have complex structure-level, and dam foundation seepage control by suspended concrete cutoff wall which maximum depth is 82m. The rock mass at two banks abutment is strongly unloading , and the seepage control by curtain grouting. The dam is complex geomembrane prevented-seepage face rock-fill dam; the maximum height is about 56m. As the dam structure and the foundation treatment works is more complex, and less instances of similar projects at home and abroad, then the seepage and the deformation of the dam are particularly important during its initial impoundment period. This paper flow through the analysis of the results of seepage flow、seepage force and dam deformation monitoring and numerical simulation of the three seepage, draw the conclusions as follow:(1) There is reservoir water to the lower penetration around the bottom of the wall, and the left bank more significant than the right. The seepage pressure at 1-1、2-2 and 3-3 monitor profile of rock-fill dam have changed, and leak the left bank of the lower level grouting hole and the slope of loading platform, which is mainly used by the reservoir water to the lower penetration around the bottom of the wall and the rising of groundwater level of dam foundation.(2) The seepage effect of curtain grouting is better on the left bank; there is no obvious infiltration around abutment. The leak at the right bank of the lower level grouting holes、around the penetration hole and the toe slope of right bank, which is mainly used by the reservoir water around the bottom of grouting curtain and discharge to the downstream at grouting curtain end, of which the former dominant.(3)Through on-site inspection, the analysis of the results of seepage flow、 seepage force, the seepage of Renzhonghai rock-fill dam in a abnormal state on comprehensive Judgment.(4) Dam settlement affect by downing or rising of water level, most monitoring points appear 2 ~ 8mm value uplift phenomena during the water rising, and then each monitoring points was significantly increased subsidence during the water downing. The maximum settlement amount is 50.1mm on the dam surface during initial impoundment period, the amount of uneven settlement is less than 1%.(5) Horizontal displacement of dam affect less by reservoir water level change, the horizontal displacement of the surface point to the downstream direction, and the amount is less than 33mm. In addition to monitoring point VE7 which deformation is to the upstream on 2-2 monitoring section, the deflection of the other inclinometer holes is to the downstream direction. The maximum deflection on the 1-1、2-2、3-3 and 4-4 monitoring sections of rock-fill dam are 99.76mm、-143.66mm、123.47mm and 16.06mm.(6) Through on-site inspection, the analysis of the results of dam deformation, the deformation of Renzhonghai rock-fill dam is stability wholly, but the trend of local deformation that is 2-2 monitoring section on upstream slope have not stabilized.更多还原