Review of Recent Developments and Understanding of Atterberg Limits Determinations

Among the most commonly specified tests in the geotechnical engineering industry, the liquid limit and plastic limit tests are principally used for (i) deducing useful design parameter values from existing correlations with these consistency limits and (ii) for classifying fine-grained soils, typically employing the Casagrande-style plasticity chart. This updated state-of-the-art review paper gives a comprehensive presentation of salient latest research and understanding of soil consistency limits determinations/measurement, elaborating concisely on the many standardized and proposed experimental testing approaches, their various fundamental aspects and possibly pitfalls, as well as some very recent alternative proposals for consistency limits determinations. Specific attention is given to fall cone testing methods advocated (but totally unsuitable) for plastic limit determination; that is, the water content at the plastic–brittle transition point, as defined using the hand rolling of threads method. A framework (utilizing strength-based fall cone-derived parameters) appropriate for correlating shear strength variation with water content over the conventional plastic range is presented. This paper then describes two new fine-grained soil classification system advancements (charts) that do not rely on the thread-rolling plastic limit test, known to have high operator variability, and concludes by discussing alternative and emerging proposals for consistency limits determinations and fine-grained soil classification.


Introduction
Plasticity of fine-grained soils is considered a function of the liquid limit (LL) and plastic limit (PL), which have wide importance for civil/geotechnical engineering and agronomic applications, in the ceramic industry and brick manufacturing process. The original tests for the determination of these consistency limits originate from the investigations of Atterberg [1,2], and their subsequent standardization for use in civil engineering applications by Terzaghi [3,4] and Casagrande [5,6]. The LL is notionally the water content (w) below which fine-grained soil ceases to flow as a liquid. The hand-rolling plastic limit (i.e., PL HR ), as originally proposed by Atterberg, determines a genuine observable transition in soil behavior (i.e., the water content at the plastic-brittle transition point), obtained for rolling out on a glass plate of soil threads at water contents each side of the PL HR . For the Casagrande (percussion cup, PC) LL, a brass cup containing saturated remolded fine-grained soil paste, through which a standardized groove has been cut, is repeatedly dropped through a fixed distance of 10 mm onto a rubber base, with the associated LL (i.e., LL PC ) defined as the water content value for which 25 blows are required for the plastic flow of the soil paste to close the groove over a specified length. The PL HR test [7][8][9] involves manually rolling out a thread of soil on a glass plate until it crumbles at a specified diameter (nominally 3 mm), being caused by air entry or cavitation within the soil thread [10]. These same tests were employed by Casagrande in developing the first plasticity chart for finegrained soil classification purposes [11], which has undergone several revisions over the Note: LL PC , percussion-cup liquid limit; LL FC(BSI) , liquid limit determined by 80 g/30 • fall cone for 20 mm penetration depth; n, number of data points/results; PL HR , plastic limit determined by hand-rolling method; PL 25 and PL 100 , plastic strength limits for strength gain factors of 25 and 100, respectively, with reducing water content relative to the fall-cone liquid limit; SD, standard deviation (adopted from O'Kelly et al. [13]).
Note, this paper concerns itself with consistency limits determinations for inorganic fine-grained soils, the associated testing methods being deemed not appropriate for peat and other highly organic soils, nor reliable indicators of their consistency [14,15]. In assessing the likely engineering behavior of these highly organic soils, rather than the consistency limits, a more useful suite of index tests is natural water content, organic content, fiber content and degree of humification [14,15]. This paper discusses the strength-based 'plastic strength limit' (PSL) (coined by Haigh et al. [10]) parameter derived from FC testing, and then presents a framework (utilizing strength-based FC-derived parameters) appropriate for correlating shear strength variation with water content for fine-grained soils over their conventional plastic ranges. This paper then describes two new fine-grained soil classification system advancements (charts) that do not require PL HR results, known to have high operator variability, and concludes by discussing alternative and emerging proposals for consistency limits determinations and fine-grained soil classification.

General Approaches and Categorizations
The PC LL and FC LL approaches are mechanically different, each mobilizing arbitrarily criteria-chosen low shear strengths for the LL condition. The PC test devices are typically categorized as having 'hard' (e.g., ASTM D4318-17e1 [8]) or 'soft' (e.g., BS 1377-2 [7]) rubber base material, although considerable variability exists within each of these categorizations [16], while FC test devices can employ cones of different mass and apex angle (80 g/30 • and 60 g/60 • cones are commonly employed) and for a different cone penetration depth (d LL ) in defining the FC LL condition (i.e., LL FC ).
Often one LL determination approach has gained widespread favor over the other in various parts of the world, although compared to the PC LL test, the FC LL test is often cited as having superior repeatability and reproducibility [17][18][19]. The situation is further complicated by the fact that for both approaches, there are variants of the test apparatus employed and/or the manner of performing the testing, as evident from comparisons of different codes from around the world (e.g., for a review of PC LL approaches, see Haigh [16]; for FC LL approaches, see O'Kelly et al. [13] and Koumoto and Houlsby [20]). For instance, considering PC LL apparatuses, the most significant variations among codes are differences in the PC devices' base hardness and resilience values [16,21]. Note, potential degradation of PC device base materials may occur over time, such that base hardness and resilience must be regularly monitored (as mandated by ASTM D4318 [8]) to ensure proper device performance, thereby achieving consistency of LL PC results [16].
Given that the PC LL and FC LL approaches are set out in numerous standards, with both of them in widespread use and for one approach often being favored over the other in different parts of the world, it is inevitable that they will both continue to co-exist in practice until such time that international agreement for definitively choosing one approach is reached, along with international standardization of codes for the chosen approach. Some suggestions relating to the international standardization of the FC LL approach have been presented in the papers by O'Kelly et al. [13], Koumoto and Houlsby [20] and O'Kelly [22].

Fundamental Basis and Mobilized Strengths for LL Approaches
While the FC approach is strength based [23], the soil response to repeated impact in the PC LL device, being compared to the dynamic failure of cohesive slopes, is dependent on the specific strength of the saturated soil paste [16,24], defined as the ratio of remolded undrained shear strength to saturated bulk density (i.e., s u /ρ sat ). Hence, it follows that for decreasing soil density with increasing value of the water content at the LL, the mobilized undrained shear strength corresponding to the LL PC (i.e., s u(LLcup) ) reduces in value with increasing LL, found represented by a semi-logarithmic relationship [16,[24][25][26]. For instance, Haigh [16] reported that 'hard' base PC LL devices mobilize an average s u(LLcup) /ρ sat value of 0.87 m 2 /s 2 , whereas for 'soft' base devices, the corresponding value is 0.47 m 2 /s 2 . Consequently, the 'soft' base devices systematically produce higher LL PC values, and hence marginally lower s u(LLcup) values, compared to 'hard' base PC LL devices [16,21,26,27]. Further, while PC LL is not associated directly with undrained shear strength, rather with specific strength, the associated s u(LLcup) magnitude can be estimated from the LL PC water content taking the average s u(LLcup) /ρ sat value for either the 'hard' or 'soft' base device employed in the testing and assuming a typical value of specific gravity of solids in determining the bulk density of the saturated soil paste at the measured the LL PC water content. From comparisons with mostly miniature vane-shear results, the overwhelming body of experimental evidence indicates that s u(LLcup) can range from 1 to 3 kPa, and for low to very high plasticity soils (considering LL PC increasing from 20% to 70% water content), typically decreases from approx. 2.5 to 1.6 kPa [26]. Note, the value of s u(LLcup) for a given fine-grained soil is typically deduced from a fitting of s u − w results, such that its accuracy depends on the spread and accuracy of the measured strength data about the LL water content.
The FC LL, on the other hand, is associated with a set undrained shear strength (i.e., s u(LL FC) ), as defined by the cone's mass, surface roughness and apex-angle characteristics together with the set d LL value specified for the LL FC condition [13,20,22]. For instance, the 80 g/30 • FC, with d LL = 20 mm (i.e., LL FC(BSI) ), as defined in the British standard (BS 1377-2 [7]), mobilizes an undrained shear strength (i.e., s u(LL FC) ) of approx. 1.7 kPa [13,28,29], as calculated using Hansbo's [23] FC strength equation (Equation (1)), taking a constant value of the cone factor, K, for given cone angle and surface roughness characteristics.
where m and d are the cone mass and penetration depth, respectively, K is the fall cone factor, and g is the gravitational constant (9.81 m/s 2 ). Note, compared to conventional understanding (e.g., Hansbo [23] and Koumoto and Houlsby [20]), recent experimental evidence presented by Llano-Serna and Contreras [30] showed that the degree of cone roughness does not have a major effect on the cone penetration depth and hence the deduced s u magnitude. As well as the cone characteristics, the K magnitude is also dependent on the soils' strain-rate dependence, with O'Kelly et al. [13] deducing that for the rate dependence parameter's probable range of 0.05-0.15, the LL FC(BSI) would have a probable s u(LL FC) range of 1.6 to 2.4 kPa. Employing different cone characteristics and d LL magnitude combinations for identifying LL FC (e.g., 60 g/60 • FC and d LL = 10 mm [31]) generally results in the mobilization of slightly different values of s u(LL FC) , thereby deducing (slightly) different LL FC water content values for a given fine-grained soil.
Note, although mineralogy may well play a key role in the varying strength of clays with water content, the PC LL and FC LL approaches do not respond in any way to mineralogy [24,32]. As shown by Haigh [24], the form of the increasing LL PC to LL FC ratio relationship for higher LL water contents can be derived based on analysis of the test mechanics. As described earlier, the LL PC is dependent on the dynamic slope stability of the grooved soil paste in the PC device and hence on the soil's specific strength (i.e., s u /ρ sat ). So, for high plasticity soils, the lower soil densities seen at LL result in lower strengths (i.e., s u(LLcup) ) being required for slope stability compared to those for low plasticity soils. Therefore, with a set s u(LL FC) magnitude being mobilized for given FC characteristics and d LL combination, the s u(LLcup) to s u(LL FC) ratio decreases and, consequently, the LL PC to LL FC ratio increases for increasing LL water content.

Comparison of LL Results from PC and FC Approaches
Since they employ mechanically different testing methodologies and different definitions for identifying the LL condition, it is not surprising that the PC and FC approaches can produce systematic different water content values for the LL condition when investigating a given fine-grained soil [13,16,26]. Accordingly, the deduced plasticity index (I P ) magnitude for the measured LL FC (i.e., I P(FC) = LL FC − PL HR ) can be different from that obtained for the LL PC (i.e., I P(PC) = LL PC − PL HR ). Without careful consideration, these differences can have significant implications; for instance, in the case of classifying some fine-grained soils which lie close to boundaries when design codes are prescriptive about allowable soil classes but methods for testing consistency limits change [19,33]. In other words, the change in the measured LL value, simply as a result of switching from the PC LL to the FC LL test method, or vice versa, does not represent a fundamental change in material behavior [13], but may be sufficient to change the classification of a soil from suitable to unsuitable owing to precise thresholds of allowable LL and (or) I P values.
For instance, compared to 'hard' base devices, the 'soft' base PC LL device systematically gives a higher value of LL PC , since its softer base material absorbs more energy from the impacting brass cup [16,27]. Further, when testing intermediate and high plasticity fine-grained soils; compared to the LL FC(BSI) , the 'soft' base PC LL device generally gives slightly greater values of water content for the LL [13]. For extremely high values of LL water content, substantial divergence can be expected for a given fine-grained soil between 'soft' and 'hard' base LL PC and also between these LL PC and the 80 g/30 • and 60 g/60 • LL FC (examples given below).
Following the introduction of the LL FC approach, some misunderstanding arose in subsequent geotechnical publications when engineers sought to replace the PC LL test with the arguably more reliable FC LL approach, but wished to retain for soil classification purposes the Unified Soil Classification System (USCS) plasticity chart (ASTM D2487-17e1 [34]), which was developed using 'hard' base LL PC results [11]. The same misconception would arise in employing LL FC results for deducing useful parameter values for preliminary geotechnical design from existing correlations based on LL PC and (or) I P(PC) data [13].
One means of resolving the effect of the described methodological differences on the obtained LL results is through various correlations, each specific to particular variants of the PC LL and FC LL test devices, as specified in the various codes/standards. Applying such correlations is recommended when substantial discrepancies in LL results, obtained for a given fine-grained soil investigated using various LL testing approaches, are anticipated. For instance, linear type LL FC − LL PC correlations are presented in Moon and White [35], Özer [36] and Claveau-Mallet et al. [37], with non-linear forms relating LL FC(BSI) to 'hard' base (i.e., LL PC(ASTM) ) and 'soft' base (i.e., LL PC(BSI) ) devices given by Equations (2) and (3), after O'Kelly et al. [13].
For example, considering an LL value of 120%, the largest difference in LL water contents predicted by Equations (2) and (3) occurs for the LL FC(BSI) − LL PC(BSI) combination (at 10.6% water content), compared to 1.4% water content for the LL FC(BSI) − LL PC(ASTM) combination. As clearly demonstrated, the differences can be considerable at higher LL water contents, showing the potentially significant importance of applying such correlations; for instance, in obtaining LL PC(ASTM) from measured LL FC(BSI) for the purposes of deducing the value of other soil parameters employing existing correlations derived based on LL PC(ASTM) .

Definitive Method-Rolling of Soil Threads
As originally described by Atterberg [1,2], the PL HR is determined using the handrolling method, being standardized worldwide (e.g., BS 1377-2 [7], ASTM D4318-17e1 [8] and EN ISO 17892-12 [9]). Note, it has been shown that the thread diameter requirement for the crumbling condition-specified as approximately 3.0 mm [7] or 3.2 mm [8]-is not critical, with no statistically significant trend of varying PL HR water content with the soil thread diameter (2-6 mm range investigated) for the crumbling condition [10,38].
While it has been often argued that the method is overly dependent on operator performance and judgement [17,18,21,[39][40][41], with an operator error as great as 10-15% when testing the same fine-grained soil [17,40,41], this would point to the absolute necessity for the PL HR experiment to be performed only by experienced and attentive personnel, with strict adherence to the standard procedure [38,42].

Proposed Alternative PL HR Methods Based on Onset of Brittleness
In view of perceived weaknesses and poor repeatability/reproducibility of the handrolling PL, mechanical thread-rolling [43][44][45][46] and alternative methods also based on the onset of brittleness [47][48][49][50] have been proposed for improved PL determination.
The Bobrowski and Griekspoor [44] test method utilizes a rolling device comprising two acrylic flat plates covered with unglazed paper, downward force being simultaneously applied (via the top plate) to the soil thread with the back and forth rolling motion, until the top plate comes into contact with 3.2 mm-deep side rails. Despite Bobrowski and Griekspoor [44] claiming that PLs are obtained in a more expeditious and uniform fashion, their experimental findings along with those of Rashid et al. [51], Ishaque et al. [52] and Rehman et al. [53] independently indicated that the water contents for the thread crumbling condition obtained using this plate rolling device (i.e., PL PRD ) generally underestimate their PL HR values. It has been suggested that this most likely occurred because the paper attached to the flat plates tends to produce inhomogeneity of the soil thread, the outside becoming drier than its core, during the rolling out procedure [13]. Ishaque et al. [52] also reported that this method is not a workable means for 'non-cohesive' (i.e., silt) soils. However, given the relatively small number of fine-grained soils examined in each of the Bobrowski and Griekspoor [44], Rashid et al. [51], Ishaque et al. [52] and Rehman et al. [53] studies, the author of this paper believes it would be worth revisiting, and judging the PL PRD reliability/repeatability, with respect to the PL HR , based on statistical analysis of these combined PL PRD datasets.
Gay and Kaiser [43] described a motorized rolling device having three rotating grooved rods, with pre-set clearance of 3.2 mm, which propel the wet soil nodule to produce a constant-diameter soil thread. This device was employed in the investigations by Kayabali [54,55], with the associated 'PL' (i.e., PL MRD ) defined as the water content for the condition when the length of soil threads dropping from the bottom release of the device was somewhere between 1 to 2 cm long. From investigating 120 fine-grained soil samples, Kayabali [55] found that the PL MRD systematically underestimated the PL PRD by approx. 20%. As the PL MRD water content falls considerably below PL HR , the motorized rolling device produces an irregularly shaped soil thread instead of a cylindrical one [55].
Barnes [45,46] emulated the rolling conditions of soil cylinders (threads) using a device capable of measuring their values of indicative toughness (the property that best defines soil deformation capacity and therefore plasticity), thereby allowing determination of the PL HR . Although the results of Barnes' test method have been of value, particularly in obtaining quantitative data on soil toughness, it has disadvantages in terms of complexity, slowness and criteria employed for PL HR determination. de Oliveira Modesto and Bernardin [47] proposed an indentation test whereby the force applied to a 30 • cone is slowly and steadily increased to indent the soil test-specimen, which is considered in a plastic state if the perforation mark printed on it presents no cracks, or in a brittle state for crack formation. Moreno-Maroto and Alonso-Azcárate [48] developed a fast and simple test method based on the bending of 3 mm diameter soil cylinders, which allowed determination of PL as well as a number of new consistency parameters. Their bending method was refined in subsequent work [49,50], becoming a potential alternative to the standardized hand-rolling PL method. However, apart from the Bobrowski and Griekspoor approach [44], which has been included in ASTM D4318-17e1 [8] and AASHTO T90-00 [56] albeit that the handrolling method remains the preferred approach for PL determination, none of the other described methods have, to date, been adopted more widely.

Unsoundness of Strength-Based Approaches for PL HR Determination
Various FC (e.g., [20,28,41,[57][58][59]), steady monotonic cone penetration [60,61], faststatic cone loading [40] and extrusion (e.g., [21,62]) approaches have been advocated as alternatives to the PL HR method. However, as well brought out in the literature, it is unequivocal that strength-based methods employing extrusion [63] or FC approaches (e.g., [10,13,64]) cannot consistently and reliably determine the PL HR (i.e., the plastic-brittle transition point) condition for fine-grained soils. For instance, in the reverse extrusion (RE) approach, the confined soil specimen is extruded through a die orifice under a steadystate extrusion pressure (p e ), with the constancy of the p e to s u ratio for fine-grained soils investigated using a given RE apparatus configuration fundamental to accurate strength determinations using this approach. However, from reassessment of previously reported data for many hundreds of different fine-grained soils, O'Kelly [63] found that the p e to s u ratio magnitude does not remain constant among different remolded fine-grained soils, thereby invalidating the present RE testing approach for s u and hence strength-based 'plastic limit' determinations [63,65].

Definition of the 'Plastic Strength Limit', PL 100
With criteria set out in terms of the cone characteristics and d LL magnitude, various FC approaches can be used to determine, usually by extrapolation of FC data (e.g., [66]), the lower water content for a set multiple of the undrained shear strength mobilized at the LL FC water content. Based on the assumption of Schofield and Wroth [67], a strength gain factor (R) of 100 is typically adopted, thereby defining a new parameter termed PL 100 [10,41,58,60,61,64,[68][69][70]; i.e., the PSL parameter, as coined by Haigh et al. [10]. Importantly, unlike the PL HR , the PSL does not define a transition between one consistency state and another, and its strength-based definition fundamentally contradicts the original understanding of Atterberg's consistency limits; that is, the LL and PL HR are two independent parameters, not related at all [19].
So, for instance, with the LL FC(BSI) corresponding to s u(LL FC) ≈ 1.7 kPa [13,28], the undrained shear strength mobilized at the PSL (i.e., s u(PSL) ) for R = 100 (i.e., the PL 100 water content) equates to approx. 170 kPa. Following from Equation (1), since FC tests employing different cone characteristics and d LL magnitude combinations for identifying the LL FC mobilize slightly different s u(LL FC) values, the associated s u(PSL) values will also be different, as are the deduced PSL water contents in investigating a given fine-grained soil.
Among the various FC PL 100 methodologies reported in the published literature, Sivakumar et al. [41] presented a novel energy-based approach, whereby a 0.727 kg/30 • cone is allowed to fall freely through 200 mm before its tip contacts the specimen top surface, with the PSL defined for this falling cone to penetrate a depth of 20 mm into the test specimen, this scenario being equivalent to a stationary 8.0 kg/30 • cone, with its tip just contacting the specimen surface at the beginning of the test, penetrating to the same 20 mm depth. This alternate arrangement for the FC test, whereby the cone is dropped from a certain height and hits the top surface of the soil specimen with an impact velocity (i.e., nonzero cone velocity at the start of penetration) is the original idea of Sivakumar et al. [41].

Strength Range at the PL HR and Non-Uniqueness with PL 100
For fine-grained soils at their PL HR water contents, Haigh et al. [10], in examining data for 71 soils, found that the remolded undrained shear strength at PL HR (i.e., s u(PL) ) had median, mean and standard deviation values of 132, 152 and 89 kPa, respectively. Further, considering the data for 11 inorganic fine-grained soils with PL HR = 16-51%, O'Kelly [69] deduced that s u(PL) ranged 34 to 123 kPa (mean of 82 kPa) for these soils. Further evidence of the s u(PL) variation is provided from analysis by O'Kelly [63] of RE data presented for 60 remolded fine-grained soils in the paper by Kayabali and Ozdemir [71], with the mean p e(PL) to s u(PL) ratio value of 13.9 for the particular RE apparatus configuration employed found to have a standard deviation of 3.2, where p e(PL) is the extrusion pressure corresponding to the measured PL HR .
Consequently, the strength gain factor with reducing water content over the full conventionally defined plastic range varies substantially between soils [10,69,72,73], often been significantly less than the commonly assumed value of R = 100 adopted in defining the PL 100 . For instance, Vardanega and Haigh [74] demonstrated using a database of 101 soils that the mean strength gain factor when considering the conventional plastic range was closer to 83.5 when FC s u was fitted to the logarithmic liquidity index, I LN , as defined in Koumoto and Houlsby [20].
Note, the strength gain factor deduced for a given fine-grained soil is also dependent on the spread and accuracy of available strength data over the plastic range and whether the semi-logarithmic [74], bi-logarithmic [74] or multilinear [75] model approaches are used in the fitting. As hypothecated by O'Kelly et al. [76] and then confirmed experimentally in Barnes [75]; for a given fine-grained soil, compared to the semi-or bi-logarithmic regression analysis with extrapolation along the single line to the PL HR water content value, the multilinear fitting, being more representative of the experimental s u − w relationship/curve, predicts (possibly by a substantial amount) a higher value of s u(PL) and hence also of the experimentally derived strength gain factor, R.
As such, with the strength gain factor for the conventional plastic range invariably not being 100, and often significantly less than this value, any agreement found between the experimental values of PL HR and PL 100 for a given fine-grained soil is deemed purely coincidental [10,13,63,64,69]. Feng [66] and Hrubesova et al. [77], for instance, reported ±20% variation for PL 100 to PL HR water contents considering various fine-grained soils investigated. Consequently, the PL 100 values (or those PSL values deduced based on another strength-gain factor magnitude assumed for the conventional plastic range) should not be entertained for soil classification purposes using Casagrande-style plasticity charts, or employed in deducing other soil parameters using established correlations based on datasets with PL HR [13].

PL 100 (and PL 25 ) Correlations with Strength
The variability of s u(PL) between fine-grained soils makes a correlation between the liquidity index and strength problematic. From this perspective, the strengths defined at the LL FC and PL 100 for a given cone characteristics and d LL combination may make the correlation with the liquidity index worthwhile, and the PL 100 also may be useful as an extra index parameter [10,13,77], alongside the PL HR and the FC flow index, I F(FC) [78]. As described by Haigh et al. [10] and Kyambadde et al. [70], for correlations with strength and stiffness, the PL 100 or the associated plasticity index, I P100 (= LL FC − PL 100 ), would be a favorable choice since they are both implicitly linked to the strength variation with changing water content.
However, as described above, soils frequently exist in a brittle state at water contents around the PL 100 (i.e., for w < PL HR ), such that test-specimen preparation can be difficult [21,28,58,60,66], and the use of Hansbo's [23] FC-strength equation (Equation (1)) for non-ductile materials is questionable, at best, as elaborated in O'Kelly et al. [13]. Koumoto and Houlsby [20] suggested the definition of a new index value, PL 10 ; that is, the lower water content corresponding to a strength tenfold greater than that mobilized at the LL FC , although this results in defining a narrow shear strength range of approx. 1.7-17 kPa for the 80 g/30 • FC with d LL = 20 mm. Seeking to encompass a wide enough range of undrained shear strengths, but also requiring that the tested soils exist in a plastic state for water contents about the chosen s u(PSL) value, O'Kelly et al. [13] proposed the PL 25 parameter (i.e., for R = 25, giving s u(PSL) ≈ 42.5 kPa) as a best compromise to replace PL 100 . Based on the PL 25 and a new FC-based logarithm consistency index parameter (I C(FC) : Equation (4)), O'Kelly et al. [13] proposed a framework whereby the FC s u magnitude corresponding to any water content value within the full plastic range (PL HR < w < LL FC ) can be approximated employing Equation (5).
Note, assuming s u(LL FC) ≈ 1.7 kPa for I C(FC) = 0, the Equation (5) reduces to the following: FC s u ≈ 10 1.4 I C(FC) +0.23 (6) Compared to the conventional liquidity index (I L ), Equations (5) and (6) allow significantly better FC s u predictions to be achieved for soft to medium-stiff clays. Further, for a given fine-grained soil (with experimental PL 100 ≥ PL RT to be precise), these equations can also be used to estimate the FC s u magnitude corresponding to its PL 100 water content (i.e., for inputting I C(FC) = log 100/log 25 = 1.43). Also, if its PL HR has been separately measured using the hand-rolling method, the corresponding s u(PL) and hence R (= s u(PL) / LL FC ) values can be estimated using the same approach. Note, a similar framework was presented in O'Kelly [63] for s u determinations from RE testing of soft to medium-stiff clays.

Recent Developments Regarding Consistency Limits Determinations and Soil Classification
A comprehensive review and critical examination of the main fine-grained soil classification systems based on plasticity, which included the prevalent Casagrande-USCS approach (e.g., [34]), was recently presented in Moreno-Maroto et al. [12]. Note, as well as plasticity-based classification systems, there are many other fine-grained soil classification proposals based on the determination of other properties with other objectives (e.g., gradation, color, texture, morphology, production capacity, genesis) in existence.
After presenting two very recent advancements in plasticity-based approaches (charts) for classifying fine-grained soils for civil/geotechnical purposes, this section considers alternative and emerging proposals for consistency limits determinations and soil classification. The first of these advancements, after Moreno-Maroto and Alonso-Azcárate [50,79], was developed according to objective criteria, based on the quantitative measurement of properties such as toughness, thread bending capacity (as elaborated in Section 3.2) and the observation of adhesive consistency. The second, after Vardanega et al. [19], requires only FC LL test results for classifying fine-grained soils to an acceptable degree of accuracy; i.e., the approach does not require the PL HR measurement, removing the dependence on a test (hand rolling) that has high operator variability [17,40,41].
In analyzing the relationship between soil toughness and the consistency limits, Moreno-Maroto and Alonso-Azcárate [79] observed a strong correlation between the I P to LL PC ratio and the maximum toughness T max , allowing them to define Equation (7), and refine their earlier fine-grained soil classification proposal [50].
where T max is the maximum toughness (in kJ/m 3 ), as determined by the Barnes' threadrolling test device [45,46], emulating the standard hand-rolling PL test, with T max mobilized immediately above the PL HR water content.
Considering that toughness (plasticity) is an exclusive property of clays and clayey soils, and with the PL HR determined using the thread bending test [49,50], a value of I P /LL PC ≈ 0.33 (i.e., setting T max = 0 in Equation (7)) defines the upper limit for silts and other non-cohesive soils; plotting as the so-called 'M-line' in their I P − LL chart (Figure 2a). Similarly, considering that clays have high toughness [11], and adopting a T max value of 20 kJ/m 3 (based on Barnes' toughness classification [45,46]) as a boundary between moderately or slightly clayey soils (e.g., clayey silts) and actual clays, results in I P /LL PC ≈ 0.50, defining the so-called 'C-line' in Figure 2a. Therefore, those fine-grained soils with intermediate characteristics (i.e., 0 < T max < 20 kJ/m 3 ) plot in the space between the M-line and C-line in Figure 2a. It their review paper, Moreno-Maroto et al. [12] investigated the correctness of classifications assigned to 31 different fine-grained mineral soils by applying six main plasticity-based soil classification proposals (charts), including the Casagrande-USCS approach (e.g., see [34]), with the Moreno-Maroto and Alonso-Azcárate [79] plasticity chart (Figure 2a) ranked as having the strongest predictive capacity among those proposals examined.  Figure 2b presents the new plasticity chart system after Vardanega et al. [19], which requires only FC LL test results; plotting the FC flow index (obtained from the experimental 80 g/30 • FC flow curve as I F(FC) = ∆w/∆log d [78]) against the LL FC defined for d LL = 20 mm (i.e., LL FC(BSI) ). As two different fine-grained soils can have the same LL FC values but different computed I F(FC) magnitudes, these measures (LL FC and I F(FC) ) are arguably independent [19], despite being obtained from analyses of the same data acquired for a given fine-grained soil using the 80 g/30 • FC LL test apparatus. Note that the A-line and U-line equations of the Casagrande-USCS plasticity chart [11,34] are repositioned in this new I F(FC) − LL FC chart using Equation (2) in order to account for methodological differences between the FC LL and PC LL tests. In other words, FC LL results are employed in using the new chart, whereas PC LL results were used by Casagrande [11] in establishing the A-line and U-line for the Casagrande-USCS plasticity chart [34]. Using FC LL datasets for 235 fine-grained soils, Vardanega et al. [19] demonstrated that these soils can be classified to an acceptable degree of accuracy using their I F(FC) − LL FC chart (Figure 2b). Note, Vardanega et al. [19] emphasized that computed I F(FC) values should not be used for PL HR determination; that is, having measured LL, some earlier work reported in the literature (e.g., [78]) proposed the estimation of the PL HR magnitude via I P(FC) , which was deduced using correlations with I F(FC) , but such approaches cannot be used with confidence [80]. Similarly, the PC flow index [81], determined as the absolute gradient of the plotted PC LL results (i.e., I F(PC) = −∆w/∆log N, where w = water content of soil paste in the brass cup, and N = number of blows to close the standardized groove over a specified length) does not correlate to an adequately high level for obtaining accurate PL HR predictions [80,82].
The final part of this section considers some alternative and emerging proposals for consistency limits determinations and fine-grained soil classification. On the basis that for large sample quantities the conventional laboratory measurement methods are tedious and costly, some researchers have proposed new microstructural and mineralogical based testing methods for consistency limits determinations. For instance, Rehman et al. [83] developed visible-near-infrared (vis-NIR) spectroscopy based models, correlating the Atterberg limits with typical clay signatures in the vis-NIR spectrum (from 400 to 2500 nm), reportedly obtaining very good and quite good estimation accuracies for LL and PL determinations, respectively, attributable to a strong correlation between them and spectrally active components related to soil clay mineralogy (mainly O-H bonds and Fe oxides). From field spectroscopy investigations of forest soils in Iran, Mousavi et al. [84] reported that partial least-square regression modeling for the parameters of LL and I P in the raw spectra and the first derivative of the spectrum is very suitable, but is weak and not acceptable for PL determination. Further, compared to conventional consistency limits testing apparatuses, spectroscopy equipment is not as readily available or robust. For intermediate to extremely-high plasticity clays from Istanbul Province (Turkey), Akbay Arama et al. [85] reported relatively strong correlations, obtained from power regression analysis of a very large database (1523 LL tests), for evaluating the values of I P(PC) directly from only LL PC test results. However, with a wide variety of clay soils inevitably present in such a large deposit, as evident from the huge scatter of the experimental data, plotting from the A-line up to the U-line in the Casagrande-USCS plasticity chart, it is evident that the reported correlation could not consistently produce reliable I P(PC) predictions, for subsequent use in deducing design parameter values from existing correlations based on I P(PC) data. Further, since all of the database soils were known to be clays, and with the plasticity class level determined only by the measured LL, there is no new information in terms of soil classification to be gleaned from the reported LL PC − I P(PC) correlation. Pedo-transfer functions (PTFs) have been employed to predict consistency limits using measured and morphological soil properties from large datasets [86][87][88]. However, large variations in the expansivity of different clay minerals limits the applicability of any PTF based on clay and silt contents to those soil samples that have similar mineralogy as the samples used in developing the PTFs and, furthermore, the measurement methods of basic properties (e.g., gradation and cation exchange capacity) required for such functions can also be tedious.
Very recently, Arthur et al. [89] proposed regression models that estimate the consistency limits from hygroscopic water content at different relative humidity values ranging from 10 to 90% and considering water sorption hysteresis. Further, Zhou and Ning [90] demonstrated that the consistency limits correlated to mechanisms of soil-water interaction, specifically to a soil's total adsorptive water content in terms of gravimetric water content, thereby potentially providing a new pathway for moving beyond the consistency limits and to classify fine-grained soils directly using more representative soil physical properties, like adsorption suction stress, which could be linked to all four fundamental factors of soil mineralogy, gradation, pore fluid chemistry and pore structure.
Sitton et al. [91] presented an artificial neural network framework for rapid soil classification that relates the results of qualitative and quantitative field soil analyses to standardized laboratory soil analyses and, ultimately, USCS classification. Additionally, very recently Prakash and Sridharan [92] postulated on dispensing with the plasticity chart concept altogether, tentatively suggesting an alternative system based on the free swell ratio (FSR) [27], or to use the FSR parameter along with the plasticity chart in any fine-grained soil classification system. As an indicator of the soil swelling capacity, FSR, by itself, does not give a quantification of the plastic range or level of plasticity of fine-grained soil and, so, on its own, does not seem to allow assignment of a fine-grained soil to one of the prescribed soil plasticity class levels [93] (as implemented in the Casagrande-style plasticity chart). In other words, a key point to keep focus on is that the purpose of soil classification for civil/geotechnical engineering applications is to assign the test soil to one of a number of distinct soil groups, each having their own similar characteristic engineering behavior/properties; these being assessed via the level of soil plasticity (toughness), as directly quantified using the conventional consistency limits tests (PL HR and LL PC or LL FC ). Therefore, the determination of consistency limits remains a topic of major importance in the current state of Geotechnics.

Summary
The salient points of this state-of-the-art review paper on the latest research and understanding of fine-grained soil consistency limits determinations/measurement are summarized as follows: 1.
The FC LL test method (with s u(LL FC) ≈ 1.7 kPa for LL FC(BSI) ) has superior repeatability/reproducibility compared to the PC LL approach, for which the deduced LL PC is dependent on specific strength, explaining why 'soft' base PC LL devices produce higher LL PC values compared to 'hard' base ones and also the LL FC(BSI) , as well as the form of the increasing LL PC to LL FC ratio relationship for higher LL water contents. Accordingly, deduced plasticity index values for measured LL PC (i.e., I P(PC) ) are often different from those obtained for measured LL FC (i.e., I P(FC) ), which can have significant implications; for instance, in the classification of some fine-grained soils, especially those that lie close to boundaries. For extremely high LL water content, substantial divergence can be expected between 'soft' and 'hard' base LL PC and also between these LL PC and the 80 g/30 • and 60 g/60 • LL FC . Discrepancies in the LL results obtained for a given fine-grained soil arising from the methodological differences can be adequately resolved via appropriate correlations; e.g., see Equations (2) and (3).

2.
The hand-rolling PL (i.e., PL HR ) determines a genuine observable transition in soil behavior (i.e., the water content at the plastic-brittle transition point), but plate rolling and mechanized rolling devices (PL PRD and PL MRD , respectively) systematically produce underestimates of the PL HR , especially for the PL MRD -derived values. Indentation testing, considering cases with and without crack formation (for the printed perforation mark) indicative of brittle and plastic states, respectively, merits further investigation. 3.
Since the strength gain factor with reducing water content over the full conventionally defined plastic range varies substantially between fine-grained soils, the strengthbased FC and extrusion approaches are entirely unsuitable for PL HR determination, typically producing ±20% variation for PL 100 to PL HR water contents. Consequently, PL 100 (or those PSL values deduced based on another assumed strength-gain factor magnitude over the conventional plastic range) should not be entertained for finegrained soil classification purposes or employed in deducing other parameters for preliminary geotechnical design from established correlations based on datasets with PL HR . 4.
The presented framework given by Equations (4)-(6), utilizing strength-based FCderived LL FC and PL 25 parameters, provides a convenient and reliable means of correlating FC strength variation with water content over the full plastic range, with PL 25 favored over PL 100 , so that the FC-tested soil specimens exist in a plastic state (w > PL HR ).

5.
Finally, the two recently developed plasticity-based fine-grained soil classification systems [19,79] presented do not rely on PL HR results (which are known to have high operator variability of up to 10-15%), but instead require PL determination using a thread-bending test (Moreno-Maroto and Alonso-Azcárate [48,49]), or rely solely on the flow index (and LL FC(BSI) ) determined from 80 g/30 • FC LL testing [19].
Funding: This research received no external funding.
Institutional Review Board Statement: Not applicable.

Conflicts of Interest:
The author declares no conflict of interest.  extrusion pressure corresponding to the PL HR water content PL HR the plastic limit determined by the hand-rolling method PL MRD water content to produce 3.2 mm dia. by 1-2 cm long soil threads using motorized rolling device PL PRD water content for thread crumbling condition in Bobrowski and Griekspoor's plate rolling device PL 10 the plastic strength limit (for R = 10) PL 25 the plastic strength limit (for R = 25) PL 100 the plastic strength limit (for R = 100) R undrained strength gain factor with reducing water content relative to fall cone liquid-limit water content R 2 coefficient of determination s u undrained shear strength s u(LLcup) undrained shear strength corresponding to the LL PC water content s u(LL FC) undrained shear strength corresponding to the LL FC water content s u (PL) undrained shear strength at the PL HR water content s u (PSL) undrained shear strength at the plastic strength limit water content T max maximum toughness w water content ∆w change in water content ρ sat saturated bulk density