毛细式透排水带在土坝反滤排水改造中的应用

介绍了毛细式透排水带的排水原理及不同倾角布置与不同渗透特性土壤组合时的反滤排水试验成果,通过实例论述了毛细式透排水带应用于土坝坡脚反滤排水时的设计布置、施工方法及应注意的问题。分析了在病险水库除险加固工程中土坝坡脚反滤排水以毛细式透排水带代替传统砂砾反滤层的应用效果。     

毛细虹吸高效排水带治理土坝渗漏的应用与研究

毛细虹吸高效排水带ADB防淤高效排水带，是国外新研制应用的一种新型反滤排水材料，它比传统的砂石反滤设计和土工织物排水效率更高，施工简便，更重要的是，它巧妙地利用了毛细虹吸排水带原理解决了传统过滤排水方式反滤材料容易淤堵失效的问题。     

毛细式透排水带在整地工程中的应用

结合对毛细式透排水带在整地工程中的应用,系统介绍了毛细式透排水带的设计原理、性能特点和施工要点,指出毛细式透排水带拥有广泛的应用前景.     

毛细透排水带抗淤堵性能试验

通过对毛细透排水带进行试验,测试其抗淤堵性能。在清水和浑水条件下,对滤料渗透系数、毛细透排水带与滤料组成的综合渗透系数进行对比分析,结果表明,在清水情况下,毛细透排水带与滤料组成的综合渗透系数是未采用毛细透排水带原滤料渗透系数的407.0～544.3%;在采用浑水进行27次试验后,试验段从上至下4段的综合渗透系数分别是清水综合渗透系数的46.0%、58.5%、64.5%和83.9%。试验表明毛细透排水带能显著提高综合的渗透系数,并具有较好的抗淤堵性能。     

毛细透排水带抗淤堵性能试验

通过对毛细透排水带进行试验,测试其抗淤堵性能.在清水和浑水条件下,对滤料渗透系数、毛细透排水带与滤料组成的综合渗透系数进行对比分析,结果表明,在清水情况下,毛细透排水带与滤料组成的综合渗透系数是未采用毛细透排水带原滤料渗透系数的407.0～544.3％;在采用浑水进行27次试验后,试验段从上至下4段的综合渗透系数分别是清水综合渗透系数的46.0％、58.5％、64.5％和83.9％.试验表明毛细透排水带能显著提高综合的渗透系数,并具有较好的抗淤堵性能.     

毛细透排水带在常德市水库大坝排水体改造中的应用

文章简要介绍毛细透排水带的结构,排水原理、特点以及应用于水库大坝排水体改造的设计和施工要点。说明了毛细透排水带在常德市临澧县群英水库等中小水库大坝排水体改造中的应用及成效。实践证明,此种新材料具有排水效果明显,工程实施简便,造价较低,在中小水库大坝排水体改造中具有推广价值。     

土工无纺布在独山子污水库坝体排水中的应用

独山子乙烯污水加是国家重点建设项目“新疆独山子乙烯工程”的配套工程。该水库为平原贯注式水库。库区附近石料短缺，水库坝体排水采用土工无纺布代替传统的反滤砂石料，并以塑料管进行排水，加快了滤水体的施工速度，同是降低了工程造价，保证了工程的按期竣工，实践证明，独山子乙烯污水库坝体排水反滤利用土工无纺布是成功的，达到了预期效果。     

土石坝坝体排水方式的分析与比较

文章选取某均质土坝典型断面,采用有限元仿真计算分析方法,分别对棱体排水、竖式排水和贴坡排水三种常用的排水方式进行二维渗流和坝坡稳定计算与分析,从有效降低坝体浸润线角度分析,棱体排水和竖式排水最优,但竖式排水方式坝体内部渗透坡降较大,对排水体的反滤措施要求相对较高;从坝坡稳定方面分析,竖式排水优于棱体排水和贴坡排水,但其对排水体渗透系数变化较敏感,当排水体仅部分有效时,坝坡抗滑稳定安全系数大幅下降。     

毛细透排水带在群英水库大坝排水体改建工程中的应用

文章通过对群英水库大坝排水体改建工程的概括和总结，系统地介绍了毛细透排水带这种新材料的性能以及在水库大坝排水体工程中的设计和施工方法，全面地分析了它的应用效果。提出加强这种技术的研究与应用，将有利于加快处理水库病险工程的步伐。     

北山水库坝体反滤设施效果分析

1 前言 水库土坝坝体排水反滤形式一般有贴坡式、堆石棱体、褥垫式三种,尽管褥垫式能有效地降低大坝浸润线,但由于它用料较多,且损坏后很难检修,故一般在中小型水库大坝中很少应用,而北山水库由于地势较高,位置险要且石料较多,坝体排水反滤设施采用了褥垫式(见下页图)。     

百色主坝基础排水孔排水量异常成因分析及处理

百色水利枢纽主坝坝基排水孔在施工过程中,少数排水孔出现排水量偏大的异常情况.综合分析后认为主要原因是:施工造孔偏差打穿了辉绿岩上游介面进入强透水层硅质岩,以及排水孔超深碰到了辉绿岩体内的构造蚀变带或节理密集带,库水沿上游蚀变带通过帷幕下部硅质岩、接触蚀变带沿节理或构造蚀变带进入排水孔,导致排水量偏大.通过设计调整:缩短坝基主排水孔的孔深,使之均处于辉绿岩体内,从而较好地解决了排水降压及渗流控制问题.     

弧形钢闸门排水孔位置优化

结合某工程三支臂弧形钢闸门,利用ANSYS有限元软件建立了相同孔径不同位置排水孔的闸门有限元模型,计算分析了排水孔位置对弧形钢闸门主梁强度及局部应力的影响,以找到兼顾强度及排水要求的水工弧形钢闸门排水孔最佳位置。结果表明:对于三支臂弧形钢闸门,相同孔径不同位置排水孔不同程度地影响了闸门主横梁的应力分布;考虑到强度及排水要求,对于中、下主横梁,将排水孔设置在主横梁中和轴上;对于上主横梁,将排水孔设置在靠近后翼缘约2倍孔径的位置处为宜。     

卡尔达拉水电站消力池与消力墩体形试验研究

针对卡尔达拉水电站泄水孔在运行中由于消力池与消力墩体型设计不合理而出现的消力池内流态不良问题,对消力池与消力墩体型进行了不同方案的试验研究。通过在水工模型试验中改变折坡消力池坡度及消力墩的位置,对各试验组合结果进行对比分析,提出合理的折坡消力池体形及消力墩布置方案;并且从水流流态、流速、水跃特性、消能率等方面综合考虑,分析消力墩位置对折坡消力池消能的影响。     

Study of Drawdown–Drain Discharge Relationship and its Application in Design of Cost Effective Subsurface Drainage System in Mugogo Swamp, Busogo, Rwanda

Mostly the swamps in Rwanda are surrounded by volcanic hills with small streams flowing to discharge runoff and seepage water. Mugogo swamp is located in Busogo sector, Musanze district, North province. Total area of the swamp is approximately 50 ha. The swamp is surrounded by hills and elevated volcanic rocky terrains. Potato is the main crop cultivated in the swamp. The average production rate of potato is 7 MT/ha which is very low compared to 12 MT/ha in well drained areas. During rainy season seepage water and runoff water from the surrounding hills cause the waterlogged condition of the swamp and affecting the potato cultivation and land productivity. The remedial measure for this swamp is to divert separately the runoff and seepage water from surrounding catchment area and then remove the recharge water by pumping through a system of subsurface drains. Hydraulic head–drain discharge relationship can be fitted with quadratic equation. Equivalent drainable porosity and equivalent hydraulic conductivity are determined as 0.105 m/day and 0.34% respectively for drain depth of 40 cm from soil surface. Effective hydraulic conductivity in the soil profile shows that its average value in the top 15 cm of soil layer is 0.17 m/day and that in the remaining depth up to impermeable layer is 0.015 m/day. Third degree polynomial expressions are made for Head–hydraulic conductivity and head–drainable porosity relationships. The nonlinear relation of hydraulic conductivity and drainable porosity with drawdown shows that the proximity of Kinoni stream does not affect drainage parameters of the area because of less seepage from the stream. The study also reveals that adoption of 7 m drain spacing is very less if crop parameter is not considered and will result higher drain cost. Drainage coefficient of 5 mm/day is arrived considering the rainfall distribution, infiltration rate of soil, allowable water logging tolerance of potato crop. Required drain spacings are calculated for different drainage coefficients of 1, 2, 3, 4 and 5 mm/day under different drawdown conditions to plot subsurface drainage characteristic curves of the swamp. These curves are useful to directly read the drain spacing and drain depth for the required drainage coefficient without going for tedious calculations. Cost analysis shows that the ratio of drain spacing to drain depth can be a decisive factor to select best combination of drain depth and drain spacing. For drainage coefficient of 5 mm/day, optimum drain spacing-depth ratio is found as 7.2 with a cost of 0.689 million Frw/ha. For different drainage coefficients in the swamp, the drain depth of 1.5 m is crucial and optimum cost occurs at this depth. It is also found that any increase in drawdown beyond the drawdown at critical drain depth will not reduce the cost significantly.     

桂林青狮潭水库消落带生态修复

通过野外调查,筛选出适合桂林青狮潭水库消落带植被重建的植物物种,并对这些植物物种进行了大量的生物学特性、根系的力学特性、水污染吸附等特性研究和现场种植试验等,结果表明：所选植物物种在青狮潭水库消落带生态修复中的应用是比较成功的。     

农田地表控制排水对排水中磷质量浓度的影响

为对比研究农田地表控制和非控制排水条件下,不同时段暴雨产生地表径流中磷质量浓度和总排水量的变化规律,进行平均降雨强度为0.49 mm/min、历时126 min的降雨排水试验。试验结果表明:非控制排水各时段平均磷排出质量浓度为8.48 mg/L,控制排水平均磷排出质量浓度为4.4 mg/L;控制排水量比非控制排水量减少了13.5%;非控制排水磷排出量为271.6 mg/m2,控制排水磷排出量为136.5 mg/m2。控制排水总排水量的减少和排水中磷质量浓度的降低,使得控制排水磷排出量仅为非控制排水的50.3%。农田地表控制排水显著减少了磷的排出量。     

临汾市废污水调查分析方法与环境影响分析

叙述了临汾市现状入河排污口的水量、水质的调查方法,对全市排污口的现状进行了分析,全面掌握了临汾市入河排污口的分布及其污染程度,为进一步加强入河排污口管理与水资源保护提供依据。     

An Unsteady Subsurface Drainage Equation Incorporating Variability of Soil Drainage Properties

Almost all unsteady subsurface drainage equations developed so far use constant value of drainable porosity and hydraulic conductivity which may not be representative of entire drainage flow region. A drainage equation was, thus, developed incorporating depth-wise variability of drainable porosity (f) and hydraulic conductivity (K) of saline soils of Haryana state in India. The drain spacing with measured hydraulic heads at different periods of drainage were estimated by the developed equation and compared with the corresponding drain spacing estimated by commonly used unsteady drainage equations. The study revealed that the developed equation estimated the drain spacing that was nearest to the actual drain spacing of the existing subsurface drainage system, when a generally used design criterion of 30 cm water table drop in 2 days is considered. For a criterion of desired water table drop in 3 days and beyond, Glover equation was found to be the most superior. Hence, both the developed equation and Glover equation can be readily used with the associated design criteria for designing unsteady subsurface drainage systems in saline soils of the state of Haryana, India.