Analysis of the pipe depth development in small-scale backward erosion piping experiments

Acta Geotechnica - Backward erosion piping is an important failure mechanism for water-retaining structures. It results in the formation of shallow pipes at the interface of a sandy or silty...     

Influence of a permeable sand layer on the mechanism of backward erosion piping using 3D pipe depth measurements

Backward erosion piping (BEP) poses a threat to the stability of water-retaining structures. This can lead to severe erosion and collapse of embankments. A novel economically appealing measure against BEP is the coarse sand barrier (CSB). The CSB is a trench filled with coarse sand that is placed below the blanket layer on the landward side of the embankment, which prevents the pipe from developing upstream when it encounters the CSB. Inclusion of a CSB creates a vertically layered sand, which is the situation that can also exist in practice but is different from traditional BEP tests with one homogeneous sand. This paper presents new observations and measurements in medium-scale laboratory tests. 3D measurements of the pipe depth and dimensions are presented and analysed. This analysis indicates how the pipe dimensions evolve during the piping process and shows the erosion mechanism for BEP in vertically layered sands. The findings demonstrate the significance of three-dimensional study of the pipe rather than two dimensions. The pipe depth, width and depth-to-width ratios at the pipe tip in critical erosion stages are measured and presented. In the presented tests, two different erosion behaviours (stepwise pipe progression until failure and straight failure) are found and analysed with respect to possible influential parameters. Higher head drops and flow rates are found in tests with straight failure at the stage before progression. A linear relationship between the hydraulic conductivity contrast (k_c) and the critical head drops (h_c) is found and observations are used to investigate deviations from the line.

     

砂土地基中吸力式沉箱的极限沉贯深度分析

吸力式沉箱是广泛应用于离岸结构物中的新型基础形式,贯入分析方法的研究是很重要的课题。分析了砂性土地基吸力贯入过程中的渗流状况,得出了筒内壁的压降比率与贯入深径比的关系公式,分析评估了抽吸作用对筒内壁压降比率的影响,提出了砂土地基中吸力贯入阻力和地基极限吸力的简便计算方法,给出了砂土地基中极限贯入深径比的计算公式,分析了各种砂土地基中的吸力贯入极限深径比。不计筒体自重和抽吸效应影响时,这一比值介于2.1～2.5之间。     

细砂层埋深对堤基管涌影响的试验研究

不同土层结构的堤基,其管涌发生和发展的情形不同。以前的研究多集中于双层堤基的情况。事实上,含夹砂层堤基中,位于砂砾石层内的细砂层会对堤基管涌的发生产生重大影响,并且这些影响随细砂层在砂砾石层中的位置不同而不尽相同。利用室内砂槽试验,模拟当细砂层位于砂砾石层内部不同深度时含夹砂层堤基管涌的发展过程,研究细砂层埋深对 堤基管涌的影响。试验结果表明,细砂层埋深存在一个临界深度,当细砂层埋深较浅时,堤基的临界水力梯度较小,易于发生管涌,且管涌发生以后,堤基被侵蚀的速率较大,出砂较多;堤基破坏的临界水力梯度随着细砂层埋深的增加而增大,当细砂层埋深大于临界埋深时,堤基的临界水力梯度基本不变,同时堤基抵抗管涌破坏的能力较强,其破坏形式与双层堤基 相类似。     

Temporal evolution of backward erosion piping in small-scale experiments

Backward erosion piping (BEP) is a form of internal erosion which can lead to failure of levees and dams. Most research focused on the critical head difference at which piping failure occurs. Two aspects have received less attention, namely (1) the temporal evolution of piping and (2) the local hydraulic conditions in the pipe and at the pipe tip. We present small-scale experiments with local pressure measurements in the pipe during equilibrium and pipe progression for different sands and degrees of hydraulic loading. The experiments confirm a positive relation between progression rate and grain size as well as the degree of hydraulic overloading. Furthermore, the analysis of local hydraulic conditions shows that the rate of BEP progression can be better explained by the bed shear stress and sediment transport in the pipe than by the seepage velocity at the pipe tip. The experiments show how different processes contribute to the piping process and these insights provide a first empirical basis for modeling pipe development using coupled seepage-sediment transport equations.

     

Experimental investigation of the backward erosion mechanism near the pipe tip

Acta Geotechnica - Backward erosion piping is a prominent failure mechanism in water-retaining structures. It is a phenomenon in which shallow pipes are formed in an upstream direction at the...     

Progression of backward erosion piping with sudden and gradual hydraulic loads

Acta Geotechnica - With the utilization of underground space, backward erosion piping (BEP) has been observed in many underground structures. Different from BEP in embankments or river dikes, the...     

喷浆桩技术在粗砂砾砂地层中的应用

白河第三级橡胶坝直接座于河床上,饱水、强透水性。鉴于该坝水毁教训,在加长的混凝土水平防渗铺盖前缘,新增悬挂式帷幕垂直防渗措施,以便进一步达到防渗抗冲的目的。通过喷浆桩的试验及施工,说明该项技术应用于粗砂、砾砂地层中是可行的。针对施工中遇到的大量跑浆、冒浆、夹砂等难题亦进行了探讨。     

The spatial and temporal variability of sand erosion across a stabilizing coastal dune field

This study aimed at quantifying the temporal and spatial variability in sand erosion and deposition over a coastal dune field in Israel. These were measured monthly over 2 years using 315 erosion pins over four transects that were placed perpendicular to the coastline. Vegetation cover was estimated based on aerial photographs and Landsat satellite images, whereas the relative height was based on a digital elevation model. These variables were calculated for the area upwind (south west) of the erosion pins, at various lengths, ranging from 15 to 400 m. Nine geomorphologic units were defined, five related to active units, and four to stabilized units. In active units at least 65% of the temporal variance in the annual absolute changes in sand level was explained by the index of Resultant Drift Potential, with most of the sand movement occurring during winter storms. Local rainfall had no apparent impact on sand mobility, due to the low coincidence of sand carrying winds and rainfall in Israel during the passage of frontal cyclones. As for the spatial variables, only a weak correlation was found between sand mobility with the distance from the coastline (R² = 18%). Rather, sand erosion and deposition were influenced by vegetation cover and the relative height of an area of 100–200 m upwind. The values of Soil Adjusted Vegetation Index were significantly negatively correlated with annual absolute changes (R² = 40%), whereas the relative height was significantly positively correlated (R² = 36%). Applying a multiple regression model, 68% of the spatial variability in sand mobility was explained. The resulting map of sand activity clearly shows that at this stage of the stabilization process, most of the dunes are now disconnected, and movement of sand grains from the beach or between the dunes, is very limited. These methods can be applied into spatial and temporal models of sand mobility, thus assessing the impact of different management practices on coastal dunes.     

Nourishment of perched sand dunes and the issue of erosion control in the Great Lakes

Although limited in coverage, perched sand dunes situated on high coastal bluffs are considered the most prized of Great Lakes dunes. Grand Sable Dunes on Lake Superior and Sleeping Bear Dunes on Lake Michigan are featured attractions of national lakeshores under National Park Service management. The source of sand for perched dunes is the high bluff along their lakeward edge. As onshore wind crosses the bluff, flow is accelerated upslope, resulting in greatly elevated levels of wind stress over the slope brow. On barren, sandy bluffs, wind erosion is concentrated in the brow zone, and for the Grand Sable Bluff, it averaged 1 m³/yr per linear meter along the highest sections for the period 1973–1983. This mechanism accounts for about 6,500 m³ of sand nourishment to the dunefield annually and clearly has been the predominant mechanism for the long-term development of the dunefield. However, wind erosion and dune nourishment are possible only where the bluff is denuded of plant cover by mass movements and related processes induced by wave erosion. In the Great Lakes, wave erosion and bluff retreat vary with lake levels; the nourishment of perched dunes is favored by high levels. Lake levels have been relatively high for the past 50 years, and shore erosion has become a major environmental issue leading property owners and politicians to support lake-level regulation. Trimming high water levels could reduce geomorphic activity on high bluffs and affect dune nourishment rates. Locally, nourishment also may be influenced by sediment accumulation associated with harbor protection facilities and by planting programs aimed at stabilizing dunes.     

The response of flexible pipes buried in sand to static surface stress

A series of laboratory tests on thin-walled PVC-U (i.e. very flexible) pipes buried in sand is described. The tests were conducted in a glass-fronted test tank, the pipe being positioned up against the glass with its longitudinal axis perpendicular to the glass. This allowed direct observation of the sand–pipe interactions. Photographs were taken through the glass allowing discrete measurement of pipe and soil displacements during pipe installation and subsequent surface loading. This paper discusses the influences on pipe response of installation method, cover depth and pipe stiffness as increasing static surface stress was applied. The results of the laboratory tests indicate very clearly the importance of well-controlled backfilling around flexible buried pipes to ensure their long-term performance. The stiffness of the pipe affects the way it behaves and hence its performance in resisting applied stresses. This is demonstrated by the observed changes in arching effects above pipes of different stiffness. The effect of increasing cover depth is demonstrated and confirms previous research findings regarding the influence of the ground surface on pipe performance. The results clearly demonstrate the valuable insight afforded by direct observation of the soil–pipe interaction during installation and the subsequent loading of flexible pipes.     

Use of the Model T Coulter Counter* in size analysis of fine to coarse sand

An electrical sensing-zone particle size analyser has been calibrated for use with sands. A 10: 90 saline/glycerol electrolyte is used with a concentration of 0-1-0.5 g/1 of suspended sand. Calibration error is ± 1.6% (± 0.02 φ). Comparison of counter and sieving results shows close agreement. Advantages of the machine are rapidity—a prepared sample can be analysed in 60 sec—and the small size of the sample required.     

轻型动力触探法与静力触探法检测粗砂相对密实度的相关性研究

大量的模型试验和现场试验结果表明,轻型动力触探和静力触探都可用于公路桥涵台背回填中粗砂的密实度检测,而且锤击数N10和锥尖阻力Qc存在着良好的线性关系。为了从理论上揭示两者的相关性的根源,采用拉德模型模拟了两种方法的试验过程,三维有限元数值分析得知,两种触探方法在砂土中的应力、应变和位移场有较大的相似性,验证了轻型动力触探和静力触探在中粗砂中试验结果相关性的必然性。     

Wind tunnel experiments on vertical distribution of wind-blown sand flux and change of the quantity of sand erosion and deposition above gravel beds under different sand supplies

Wind tunnel experiments were carried out with respect to the vertical distributions of wind-blown sand flux and the processes of aeolian erosion and deposition under different wind velocities and sand supplies above beds with different gravel coverage. Preliminary results revealed that the vertical distribution of wind-blown sand flux was a way to determine whether the gobi sand stream was the saturated one or not. It had different significances to indicate characteristics of transport and deposition above gobi beds. Whether bed processes are of aeolian erosion or deposition was determined by the sand stream near the surface, especially within 0–6 cm height, while the sand transport was mainly influenced by the sand stream in the saltating layer above the height of 6 cm. The degree of the abundance of sand supply was one of the important factors to determine the saturation level of sand stream, which influenced the characteristic of aeolian erosion and deposition on gravel beds. Given the similar wind condition, the sand transport rates controlled by the saturated flow were between 2 and 8 times of the unsaturated one. Those bed processes controlled by the saturated flow were mainly of deposition, and the amount of sand accumulation increased largely as the wind speed increased. In contrast, the bed processes controlled by the unsaturated flow were mainly of aeolian erosion. Meanwhile, there was an obvious blocking sand ability within the height of 0–2 cm, and the maximal value of sand transport occurred within the surface of 2–5 cm height.     

A DEM-based approach for modeling the evolution process of seepage-induced erosion in clayey sand

Acta Geotechnica - In this paper, a predictive model for simulating temporal behaviors of clayey sand during seepage-induced erosion has been developed by coupling discrete element method (DEM)...     

Theoretical and measured aeolian sand transport on a barrier island, Louisiana, USA

Over the past 100 years, the Isles Dernieres, a low lying barrier island chain along the coast of central Louisiana, Usa , has undergone more than 1 km of northward beach face retreat with the loss of 70% of its surface area. The erosion results from a long term relative sea level rise coupled with day to day wind and wave action that ultimately favours erosion over deposition. At a site in the central Isles Dernieres, 8 days of wind and beach profile measurements during the passage of one winter cold front documented aeolian erosion and deposition patterns under both onshore and offshore winds. For offshore winds, the theoretical erosion rate, based on wind shear velocity, closely matched the measured erosion rate; for onshore winds, the theoretical rate matched the measured rate only after being corrected by a factor that accounted for beach face morphology. In late February 1989, a strong cold front moved into coastal Louisiana. That cold front stalled over the Gulf of Mexico, resulting in 4 days of strong northerly winds at a study site on the Isles Dernieres. During those 4 days, the wind moved sand from the backshore to the upper beach face. When the cold front finally moved out of the area, the wind shifted to the south and decreased in strength. The onshore wind then restored some of the upper beach face sand to the backshore while increased wave activity moved the rest into the nearshore. The theoretical estimate of 1·28 m³ m^?1 for the rate of sand transport by the northerly wind compares well with the measured backshore erosion rate of 1·26 m³ m^?1, which was determined by comparing beach profiles from the start and end of the period of northerly winds. The theoretical estimate of 0·04 m³ m^?1 for the rate of sand transport by the southerly wind, however, is notably less than the measured rate of 0·45 m³ m^?1. The large discrepancy between the two rates can be explained by a difference in the shear velocity of the wind between the beach face, where the erosion occurred, and the backshore, where the wind stress was measured. Using an empirical relationship for the wind shear drag coefficient as a function of coastal environment, the theoretical estimate for the rate of sand transport by the southerly wind becomes 0·44 m³ m^?1     

论砂土液化深度的Gan-Chen模式计算法

地震引起地基土层中的砂土液化，其临界液化深度是多少?世界岩土工程界进行了大量的实际资料分析和试验研究，至今众说纷纭。笔者在综合分析各国专家研究成果时，从中发现地震引起砂土液化的普遍自然规律，并建立起Gan—chen模式，可简易计算砂土液化的临界深度在5～12m范围内。     

镇泾地区延安组底界侵蚀谷地震特征及其与煤层和砂体的关系

鄂尔多斯盆地延长组沉积后期的侵蚀谷发育十分广泛。在盆地西南缘镇泾地区三维地震所做的延10底等t₀图上可以识别出沿NE、NW延伸的主谷和沿NW、NE次谷体系。地震剖面上主谷为宽缓的不对称\