Assessing the surfacing of internal erosion in moraine core dams – II

30 April 2008



Hans Rönnqvist continues his assessment of the potential for internal erosion in embankment dams in Sweden, mostly, and investigating methods for identifying structures with a high potential for erosion


Review of part I of paper

An examination of the potential for internal erosion of dams due to the influence of filter coarseness (D15), and the internal stability of the filter and core material was presented by Rönnqvist (2007)[15] in the Nov. 2007 issue of IWP&DC, and is Part I of this paper. From this, a method was proposed for assessing the potential for surfacing internal erosion in embankment dams with moraine cores.

The moraine core material, also known as till, is of glacial origin and therefore having a wide and broad gradation. During the 1950s to the 1970s when the majority of moraine core dams were constructed there were some uncertainties in the filter guidelines in terms of grading compatibility to broadly graded base materials. This, and a period of over-reliance of the self-filtering ability of the moraine material in itself, has contributed to many moraine core dams having been designed with too coarse filters to satisfy today’s filter criteria.

It is important to point out, however, that glacial moraines have been used successfully as dam core (base) material in the majority of cases, but Part I of this paper investigates how moraine core dams with high potential for internal erosion are to be singled out from other well-functioning moraine core dams.

The proposed method in Part I is based on an examination of a number of existing embankment dams with moraine cores by investigating the influence of i) the filter coarseness in terms of filter D15, and ii) the internal stability of the filter and core material.

In this continuation paper the above factors are developed further and additional aspects, such as filter segregation and devoid of sufficient transition layers, are examined with aim to find indicators of internal erosion prone moraine core dams.

Part II of paper

Foster et al. (2000)[2] found by statistical analysis that the great majority of cases of piping accidents in central core earth and rockfill dams involve dams with broadly graded core materials of glacial origin where pining occurs into coarse segregated filters. Following a series of serious piping accidents in embankment dams in the 1960s and 1970s, Sherard (1979)[17] noticed the similarities between the dam types that had been afflicted. In general sinkholes had appeared due to piping in thin core rockfill dams with core materials of broadly graded glacial materials.

Also discussed in Ripley (1986)[13] and Lafleur et al. (1989)[9]. Such dam types; i.e. central core dams with base (core) material of moraine (till) and often widely graded filters, are typical for Scandinavian dams, for which the susceptibility for internal erosion are investigated in many references; Nilsson et al. (1999)[11] and Norstedt & Nilsson (1997)[12] found that 20% out of 84 reviewed Swedish moraine (till) core dams had experienced internal erosion, Höeg (2001)[3] and Vestad (1976)[22] speaks of the Norwegian occurrence of internal erosion and Kuusiniemi et al. (1992)[8] examines internal erosion of a Finnish dam.

An embankment dam afflicted by internal erosion can at a late stage exhibit clear signs of internal erosion; sinkholes at the dam crest or the upstream face, dirty water (turbidity) and unexpected increases in seepage. The process of internal erosion is usually described by the initiation, continuation and progression phases as defined in Foster & Fell (2001)[1].

Initiated internal erosion can lead to the loss of impervious core function and the subsequent progress of internal erosion is mainly dependent on the core’s protective filter function. This paper reviews in total 73 existing dams, predominately Swedish moraine core dams, with the objective of statistically investigating whether embankment dams with a performance history of internal erosion have features/properties that are over-represented. Such indicators can be used to assess the potential for internal erosion and be an aid to judgment in dam safety analysis. The methodology being back-analysis of moraine (till) core dams with a performance history of internal erosion and comparison is made with dams free of internal erosion. Properties that are investigated relate to core and filter interaction, design and construction.

Data set of existing dams and proposed dam categories

The data set in this study consists of 73 glacial moraine core embankment dams (earthfill dams makes up 52%), see Fig. 1. Fourteen dams have confirmed internal erosion (rockfill dams are in a slight majority with 64%). All of the dams’ impervious cores are of glacial origin (moraines/tills) and classified as Sherard & Dunnigan (1989)[20] soil group 2 base soils (40-85% finer than No. 200 sieve (0.075mm) determined from base soils re-graded on the 4.75mm sieve).

The dam data in this study has been compiled by the author as part of an ongoing review of Swedish moraine core dams. Data from previous inventories by Nilsson (1995)[10] and Nilsson et al. (1999)[11] also encompassing Swedish dams has also been used in this study where applicable. The data set predominately comprises Swedish dams, except for three dams; two Norwegian glacial moraine core dams with rockfill shoulders that experienced internal erosion (dam data from Vestad (1976)[22] and from Sherard(1973)[16]) and a Pennsylvanian dam (US) with materials of glacial origin that suffered extensive sinkhole development at first filling of the reservoir (dam data from Talbot (1991)[21]).

The dams have been categorised with regard to the occurrence of internal erosion, in three proposed categories; namely 1-dams, 2-dams or 3-dams, as shown in Fig. 1. The categories are described fully in Rönnqvist (2007)[15] and only a short description is given here: “1-dams” are embankment dams with a probable occurrence of internal erosion (the presence of internal erosion is documented (e.g. by test pits or drill cores)), “2-dams” are embankment dams where observations may show signs of internal erosion, but not conclusive, and “3-dams” are embankment dams with no observations to indicate internal erosion.

As can be interpreted from Fig. 1 the majority of the “1-dams” experienced signs of internal erosion as long as 5-15 years after the dam’s commissioning. There were similar findings in Norway where internal erosion has surfaced not only during initial filling of the reservoir, but also several years after (Höeg (2001)[3]). This is somewhat contrary to the findings of Sherard (1979)[17], which noted that sinkholes in dams with broadly graded materials usually appears in connection to the first filling of the reservoir.

Core/filter interaction and grading stability

The fundamentals of protective filter design are to arrange the filter’s grain size curve so that the filter void openings are small enough to prevent and limit erosion from the base the filter is protecting. The generally accepted filter criteria nowadays in regards to filters for broadly graded base soils are based on the testing in the 1980s by the Soil Conservation Service (SCS) that amounted to the empirical guidelines proposed by Sherard & Dunnigan (1989)[20].

Prior to the SCS investigations the filter requirements were generally less strict and uncertain in terms of broadly graded core materials. This resulted in many embankment dams constructed from broadly graded materials having filters too coarse to satisfy today’s filter requirements.

The aspect of filter coarseness is investigated for 45 dams in Rönnqvist (2007)[15] whereas here the compilation is of 73 dams. The filter “coarseness” is conveniently defined in the literature for design purposes in terms of the filter’s D15 (particle’s size at 15% passing weight).

Sherard et al. (1984a)[18] showed that the filter’s D15 is connected to the filter’s pore size and opening size (D15/9) that ultimately prevents finer graded particles from passing through. The filter maximum D15-distribution is presented in Table 2, which shows that 68% (50 out of 73 dams) have filters with D15 coarser than 0.7mm (the current governing filter criterion for broadly graded base material (Sherard & Dunnigan (1989)[20]).

In another inventory made only on Swedish embankment dams (Norstedt & Nilsson (1997)[12]), comprising 44 existing Swedish embankment dams, 64% do not satisfy current filter criteria. The situation appear similar for Norwegian moraine core dams; in Höeg (2001)[3] it is indicated that out of 122 Norwegian large rockfill dams with broadly graded moraine cores only few, if any, would satisfy today’s strict filter criteria. This suggests that the number of dams not satisfying the above mentioned filter criterion does not stand in relation to the dams with performance history of internal erosion, which suggests that the criterion is mainly intended for filter design (with built-in factors of safety) and less effective for analysis.

In the set of 73 dams where the filter D15 is coarser or equal to 1.4 mm 54% are dams with performance history of internal erosion (1-dams), see Table 2. D15 coarser or equal to 1.4mm is a suggested filter boundary in Rönnqvist (2007)[15] for assessment of internal erosion in moraine core dams. Foster & Fell (2001)[1] found that dams with poor filter performance generally have filters with an average D15 coarser than 1.0mm as one of the general characteristics of dams with poor filter performance.

Grading stability can be assessed using the method by Kenney & Lau (1985, 1986)[5][6]. A soil having a smaller volume of fines in relation to volume of voids between coarser load-bearing particles can be suffusive/internally unstable, i.e. finer particles risk passing through the openings between the coarser particles by seepage flow. The boundary between internally stable and unstable material (Kenney & Lau (1985, 1986)[5][6] shape curve ratio H/F = 1) is determined by the passing weight between particle size D and 4D. The interval of x4 being the size of the predominant constriction in a void network of a filter which is approximately equal to ¼ the size of the small particle making up the filter (Kenney et al. (1985)[4]).

A material is considered internally unstable if the Kenney & Lau (1985, 1986)[5][6] H/F ratio is less than 1, meaning that the soil assessed as unstable has a grain size curve with inclination flatter than that of the “Fuller curve” (which is the ideal gradation for optimum density).

In Fig. 2 the core’s internal stability, (H/F)min, is cross-referenced with the filter’s internal stability of the dams in the set. The plot is divided into “squares” of core/filter stability and instability. The (H/F)min on the axes is the minimum value of the ratio along the sieve curve within the Kenney & Lau (1985)[5] evaluation range of 0-20% passing weight (applicable to widely graded materials). There are 46 dams in the data set (27 dams of the total of 73 have incomplete records).

From Fig. 2 it is clear that the majority of dams with a performance history of internal erosion (1-dams) have an internally unstable core and unstable filter (85%). This amount for dams without internal erosion is 15%. Conversely for dams with both the core and filter internally unstable 73% (11 of 15 dams) are dams with a performance history of internal erosion (1-dams).

Filter internal stability against filter coarseness, as seen in Fig. 3, indicates that the coarser D15 of the filter, the more likely for filter grading instability and that the dam is a dam with performance history of internal erosion (1-dam). The data set in Fig. 3 consist of 52 dams (21 dams of the total of 73 have incomplete records). A

combination of core and filter internal stability with filter coarseness (maximum filter D15), separately seen in Fig. 2 and Fig. 3, indicates that out of dams with I) core and filter unstable and II) filter D15 coarser or equal to 1.4 mm, 73% are dams with a performance history of internal erosion (1-dams).

Filter segregation susceptibility

The concern for segregation of filters, especially regarding coarsely and widely graded filters, and its connection to internal erosion is discussed in many references; e.g. Ripley (1986)[13], Kjellberg (1985)[7] and Sherard (1979)[17].

A segregated material has separated into a finer and coarser zone. During processing, handling, placing, spreading or compaction of widely graded materials, there is a risk of segregation that can result in streaks or pockets of gravel and stones at the filterface, with insufficient finer grained material in the voids and resulting in reduced filter function.

In Ripley (1986)[13], Sherard et al. (1984b)[19] and Foster & Fell (2001)[1] guidance is suggested on how to minimise the susceptibility for segregation when handling widely graded filter materials. Ripley (1986)[13] suggested to limit the maximum particle size in the filter to 20mm and at least 60% finer than 4.75mm in the filter, and Sherard et al. (1984b)[19] suggested that the filter should be no coarser than 50mm and at least 40% finer than 4.75mm.

Foster & Fell (2001)[1] found that maximum particle size in filter coarser than 75mm increases the likelihood for segregation. These guidelines are plotted in fig. 4 against y-axis with amount coarser than 4.75mm in the filter and x-axis maximum filter particle (max. particle sieved). The data of the 73 dams in the set is also plotted in Fig. 4, which shows that most filters in the dams are widely graded, having a fairly low amount of sand fraction and a large maximum particle size and thus having the properties which increases the likelihood for filter segregation.

Furthermore 50% (7 dams of 14) of the dams with internal erosion (1-dams) have a filter maximum particle coarser than 100mm and amount filter material coarser than 4.75mm above 60% (i.e. sand fraction lower than 40%), conversely 58% (7 dams of 12) of dams with the above characteristics are dams with performance history of internal erosion (1-dams). Fig. 4 indicate that the majority of dams with a performance history of internal erosion have filter properties that are highly susceptible to segregation, which agrees with the Foster & Fell (2001)[1] suggested characteristics of dams with poor filter performance.

When using data sets from Nilsson (1995)[10] and Nilsson et al. (1999)[11] no complete grain size curves were available, only specific grain sizes (e.g. filter D15, filter D50 and maximum sieved particle). In these cases some judgment was necessary in determining the amount coarser than 4.75mm.

In the dam safety guidelines at the time of the hydropower build-out in Sweden (peaking in the 1960s and 1970s) no instructions were given regarding maximum particle size in filters nor obligation to document the amount of material coarser than the maximum sieved. That is why many dams in Fig. 4 appear to have a maximum particle size of not more than 16-20mm, which is up to today’s standard, but probably the maximum particle size is coarser than that and these values are therefore less reliable.

Filter-transition component

Filter-transition components, in the form of transition layer(s) between the core’s protective filter and the shell material, are generally necessary if filter criteria compatibility is to be achieved between a moraine (till) core and the support fill, especially if the shell consists of rockfill.

Based on the data set (73 dams), the study comprises 35 rockfill dams. 51% (18 dams) of these rockfill dams are equipped with one or more transition layer(s) between the filter and the rockfill shell as shown Fig. 5. Only 11% (one of nine dams) of the rockfill dams with performance history of internal erosion (1-dams) are equipped with transition layers, and conversely 47% (or eight out of 17) of the rockfill dams without transition layers are dams with internal erosion (1-dams), see Fig. 5.

Conclusions

In Rönnqvist (2007)[15], an investigation was made on moraine core dams and a method for assessing the potential for surfacing internal erosion was proposed.

With the objective of examining what other factors that possibly are influential on the potential for internal erosion, this study looks into not only filter coarseness and filter grading stability, but also the effect of filter segregation and absence of filter-transition components. By way of back-analysing the performance history of internal erosion afflicted dams and comparing with sets of dams with no observations to indicate internal erosion, there are statistically over-represented features traced back in dams with internal erosion. These features relate to core/filter interaction, filter properties and filter design.

Statistically, based on the data set of dam records of 73 dams in this study, the following core/filter properties have been shown to be over-represented among reviewed moraine core dams with a performance history of internal erosion:

• Coarsely graded filter (generally with maximum D15 coarser or equal to 1.4 mm).

• Grading instability of the filter.

• Grading instability of the core (base) soil.

• High susceptibility for filter segregation (low amount sand fraction (>60% coarser than 4.75mm) and large maximum particle size (>100mm)).

• No filter-transition component (between the protective critical filter and the shell – applies to rockfill dams).

Based on the set of 73 dams with the above properties, there are in total 46 dams with complete records to be able to fully assess the factors (1)-(4); i.e. filter D15, filter and core internal stability, and filter susceptibility for segregation.

The proportion of dams with occurence of internal erosion increases with the extent the dam in question has the characteristics above (factor 1-4); e.g. 54 % of the dams in this study with a coarsely graded filter (factor 1) are dams with performance history of internal erosion, 73 % are dams with internal erosion if the filter is internally unstable as well as coarsely graded (factor 1 and 2). The proportion of dams with performance history of internal erosion is 88 % if the dam has a coarsely graded filter, unstable core, unstable filter and high susceptibility for filter segregation.

These core/filter properties, when combined, can serve as indicators and give an idea of dams with the potential for internal erosion. One factor by itself may not necessarily influence the potential for internal erosion, but an unfavorable combination of the above factors appears to increase the potential for internal erosion in embankment dams of broadly graded soils. Nevertheless, it is important to point out that there can still be dams having the above-mentioned properties that operate without problems connected to internal erosion.

Hans Rönnqvist, Vattenfall Power Consultant AB, Hydropower division, Dam Safety Department. Post-graduate student, the Royal Institute of Technology, Dep. of Land and Water Resources Engineering, Hydraulic Engineering. Stockholm, Sweden.

[email protected]

The research presented in this paper was carried out as part of the Swedish Hydropower Centre – SVC. The Centre was established by the Swedish Energy Agency, Elforsk and Svenska Kraftnät together with Luleå University of Technology, the Royal Institute of Technology, Chalmers University of Technology and Uppsala University. For further information, go to: www.SVC.nu


Tables

Table 1: Potential for surfacing internal erosion in glacial moraine core embankment dams
Table 2: Filter max. D15-distribution in relation to performance history of internal erosion.

Figure 2 - Core internal stability against filter internal stability in relation to performance history of internal erosion (dam categories 1-3) Figure 2 - Core internal stability against filter internal stability in relation to performance history of internal erosion (dam categories 1-3)
Figure 4 - Percentage coarser than no. 4 sieve in filter put against max. particle sieved in filter in relation to history of internal erosion (dam categories 1-3) Figure 4 - Percentage coarser than no. 4 sieve in filter put against max. particle sieved in filter in relation to history of internal erosion (dam categories 1-3)
Figure 1 - Number of dams in relation to performance history of internal erosion and elapsed time until first internal erosion sign Figure 1 - Number of dams in relation to performance history of internal erosion and elapsed time until first internal erosion sign
Figure 5 - Number of rockfill dams with and without filter transition component in relation to performance history of internal erosion Figure 5 - Number of rockfill dams with and without filter transition component in relation to performance history of internal erosion
Figure 3 - Filter D15 put against filter internal stability in relation to performance history of internal erosion (dam categories 1-3) Figure 3 - Filter D15 put against filter internal stability in relation to performance history of internal erosion (dam categories 1-3)


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