Next Article in Journal
Designing Dual-Effect Nanohybrids for Removing Heavy Metals and Different Kinds of Anions from the Natural Water
Previous Article in Journal
Te Nanoneedles Induced Entanglement and Thermoelectric Improvement of SnSe
 
 
Search for Articles:
Title / Keyword
Author / Affiliation / Email
Journal
Article Type
 
 
Advanced Search
 
Section
Special Issue
Volume
Issue
Number
Page
 
Journals
Materials
Volume 13
Issue 11
10.3390/ma13112525
materials-logo
Submit to this Journal Review for this Journal Propose a Special Issue
► Article Menu

Article Menu

share Share announcement Help format_quote Cite question_answer Discuss in SciProfiles thumb_up
...
Endorse textsms
...
Comment
first_page
settings
Order Article Reprints
Font Type:
Arial Georgia Verdana
Font Size:
Aa Aa Aa
Line Spacing:
Column Width:
Background:
Article

Effect of pH Variations on the Yield Stress of Calcium Bentonite Slurry Treated with pH-Responsive Polymer

by
Hyunwook Choo
1,
Youngmin Choi
2,
Woojin Lee
3 and
Changho Lee
4,*
1
Department of Civil Engineering, Kyung Hee University, Yongin 17104, Korea
2
Infra Engineering Team 2, SK Engineering & Construction Co., Ltd., Seoul 04534, Korea
3
School of Civil, Environmental, and Architectural Engineering, Korea University, Seoul 02841, Korea
4
Department of Civil Engineering, Chonnam National University, Gwangju 61186, Korea
*
Author to whom correspondence should be addressed.
Materials 2020, 13(11), 2525; https://doi.org/10.3390/ma13112525
Submission received: 28 April 2020 / Revised: 22 May 2020 / Accepted: 30 May 2020 / Published: 1 June 2020
(This article belongs to the Section Construction and Building Materials)
Browse Figures
Review Reports Versions Notes

Abstract

:
The pH-responsive polymers, such as polyacrylamide (PAM), show distinct conformational states according to the pH of their environmental groundwater. Therefore, the interactions between clay–polymer and polymer–water molecules, which determine the yield stress of bentonite–polymer composites, can be affected by the pH of groundwater. This study aims to evaluate the effect of pH variation on the yield stress of calcium bentonite treated with PAM. The yield stresses (τy) of untreated and PAM treated clays were measured with varying volume fractions of solid (VF = 10–23%) and under varying pH conditions (pH = 7.6–9.6). In addition, the zeta potential was measured for both untreated and treated clays to figure out the change in the surface charge of the mineral surface due to PAM treatment. The results of this study demonstrate that τy for treated clay is higher than that for untreated clay at a given VF, because van der Walls attraction dominates electrostatic repulsion in the case of treated clay. Due to the change in conformational states of PAM and the consequent change in surface charge that comes with varying pH, the pH-dependent change in τy of treated clay is significantly different from that of untreated clay.

1. Introduction

Bentonite slurry has been widely used for various engineering purposes, such as slurry walls, grouts, and boring fluids, due to its low hydraulic conductivity and high swelling characteristics. Although sodium bentonite is widely used due to its superior engineering performance, natural deposits of calcium bentonite are globally more common than those of sodium bentonite [1,2]. Due to the calcium ion, calcium bentonites show relatively poor engineering performance compared to sodium bentonites [1,3,4,5,6,7]. Therefore, to satisfy engineering requirements, a low-quality calcium bentonite is typically admixed with additives, such as phosphate [8,9,10], sodium carbonate [11], and polymer [3,12].
When the bentonite slurry is employed as a grout material, its rheological properties, such as yield stress and viscosity, are very important. Especially, yield stress is the key parameter determining the injectability of grout into the ground and also determining resistivity against erosion by groundwater flow after installing the grout [13,14,15]. Note that yield stress is defined as “the stress above which the material flows like a viscous fluid” [16]. It is well known that the yield stress of bentonite slurry can be affected by a number of parameters, including the clay concentration, type of bentonite, molar ratio of Na/Ca, microstructure, electrolyte concentration, and pH [9,11,17,18,19,20].
If bentonite slurry is admixed with a polymer, the factors influencing yield stress become more complex due to the additional interactions between clay–polymer and polymer-pore fluid [3]. Previous studies on clay–polymer composite have focused on the type of polymer and polymer concentration in order to explore interactions between clay–polymer and polymer–water molecules [21,22,23,24]. In contrast, studies evaluating the effect of pH on the yield stress of clay–polymer composite are limited, although the interactions between clay–polymer and polymer–water molecules can be changed by the pH of groundwater. Especially, pH-responsive polymers, such as polyacrylamide (PAM), show distinct conformational states according to the pH of environmental groundwater. Therefore, to estimate the effect of pH on the yield stress of clay–polymer composite, in this study, a calcium bentonite was treated with a nonionic PAM, and the yield stresses of both untreated and treated clay were measured according to the various clay contents and pH conditions. In addition, zeta potential values of untreated and treated clay were measured to gain an insight into the surface charge of the mineral surface.

2. Materials and Methods

2.1. Materials

2.1.1. Bentonite

In this study, a calcium bentonite produced by Donghae Chemicals Industrial (Korea) was used as a base material. The clay was sieved through a No. 200 sieve to minimize large-sized impurities. The mineralogy of the bentonite was measured using an X-ray diffractometer (XPERT MPD, Philips, Almelo, the Netherlands, maximumradiation; 3kW) as shown in Figure 1. The angle scanned was 2°–42° (2θ) at a rate of 0.04°/s (2θ/s). The main clay mineral was revealed to be a montmorillonite. The chemical composition of the bentonite (Table 1) was measured using X-ray fluorescence (XRF) spectrometry (Philips, Almelo, the Netherlands, PW2404, 60 kV; 125 mA; maximum of 4 kW for an X-ray tube with a Rh anode). Since the Na+/Ca2+ ratio (0.53) was smaller than 1, the bentonite used in this study can be classified as a calcium bentonite. The index properties of the tested calcium bentonite are given in Table 2. The specific gravity (Gs) was determined to be 2.51 by water pycnometer method [25]. The plastic limit (PL) was determined to be 35.83% by the traditional thread-rolling method [26], and the liquid limit (LL) was determined to be 86.76% by the fall cone method [27]. Therefore, the tested calcium bentonite was classified as a clay with high plasticity (CH), in accordance with the Unified Soil Classification System [28]. The specific surface area (Sa) was 260.56 m2/g according to the methylene blue spot test [29], and the pH value was 8.48 for 2% solid contents. The cation exchange capacity (CEC) was measured to be 89.65 meq/100g by the ammonium acetate method [30].

2.1.2. Polyacrylamide (PAM)

In this study, a nonionic PAM (Yangfloc N-100P, OCI-SNF, Seoul, Korea) was chosen to create a PAM treated clay because of its large deformable capacity with varying pH [31]. As shown in Figure 2a, the nonionic PAM contracts at a low pH and extends at high pH. Therefore, it was expected that the clay–PAM composite can have pH-dependent engineering properties. The molecular weight and charge density of the PAM were 8.5 × 106 g/mol and −0.56–1.23 meq/100 g (data from the manufacturer), respectively. Interaction between PAM molecules and clay particles can be achieved by: (1) the carbonyl oxygen (‒C=O) of PAM molecules can form hydrogen bonds between PAM and the clay surface (Figure 2b); and (2) ion–dipole interactions can occur between the polar group (‒NH2) of PAM molecules and the interlayer cations of clay (Figure 2b) [32]. It is through these reactions that the clay–PAM composite is formed.

2.2. Preparation of PAM Treated Clay

The PAM treated clay was prepared following the method suggested by [34]. 300 g of the dried clay was mechanically blended with 6 L of deionized water for 24 h to ensure complete dispersion. 1 L of the nonionic PAM solution was then poured into the slurry. The concentration of PAM in the slurry was 1.88 g/L (131.6 mg of the PAM for 100 g of the clay). The concentration of 1.88 g/L was chosen, because the swelling index of the PAM treated clay, determined by [35], reaches a maximum value (≈7.4 mL/2 g) at the concentration of 1.88 g/L. After continuous stirring for 24 h, the slurry was allowed to settle down for 1 h. Any supernatant liquid was drained out, then the slurry was dried in an oven at 110 °C for one day. Prior to performing any experiments, the dried clay was ground with a mortar and pestle, then sieved through a No. 200 sieve. The index properties of the PAM treated clay are tabulated in Table 2.

2.3. Yield Stress Measurement

Yield stress of the slurry specimen was measured using a rheometer (Brookfield, RST-SST, Middleborough, MA, USA) with a 4 blades vane spindle (VT-80-70; height of vane = 80 mm and width of a vane blade = 35 mm). The 1.1 L slurry specimen was prepared in a 1.2 L tall-form beaker (inner diameter 93 mm), then the slurry was rested for 24 h to complete the hydration reaction. After the equilibration time, the slurry was thoroughly mixed for 1 min, then the yield stress was measured at the spindle rotational speed of 0.5 rpm. After the yield stress measurement, the pH of the specimen was measured by a pH strip (Advantec, Dublin, CA, USA), and the supernatant liquid was extracted by centrifuging from a small sample to measure the electrical conductivity of pore water in the specimen using a conductivity meter (Fisher Scientific, XL50, Pittsburgh, PA, USA).

3. Results and Discussions

3.1. Effect of PAM Treatment on Stress–Time Curve

Figure 3 shows typical stress–time curves of untreated and treated clays at respective water contents (w = weight of water/weight of solid) of 218% and 263%. Figure 3a shows a typical stress–time curve for the untreated sample: shear stress linearly increases with time initially before reaching a maximum value, it then decreases to a quasi-constant value. Previous studies have defined the peak stress in a stress–time curve as the yield stress (τy) [36,37,38,39]. However, for the PAM treated specimen, the peak stress was not observed in the stress–time curve under the tested solid contents and pH conditions (Figure 3b). [40] also observed the absence of a peak stress for PAM treated kaolin clay in their results from a consolidated undrained triaxial test. Therefore, the τy of the treated clay was determined as the shear stress, at which the stress initiated the post-peak hardening behavior, as illustrated in Figure 3b.
The difference in the stress–time profiles between the untreated and treated clays corresponds to differences in the microstructures of the slurries. In the case of the untreated clay slurry, an aggregated or dispersed structure developed due to the calcium ions [1,3,5]. As the untreated specimen is sheared by the vane, the aggregated/dispersed structure is destroyed at the peak shear strength, followed by a reduction in stress due to slips and rearrangements between clay particles. However, in the case of the treated clay slurry, the adsorbed PAM on the clay surface resulted from hydrogen bonds and ion-dipole interactions between PAM and the clay particles. However, in the case of the treated clay slurry, the adsorbed PAM on the clay surface, resulted from hydrogen bonds and ion-dipole interactions between PAM and the clay particles, can develop the molecular bridges between adjoining clay particles, known as polymer bridging [34,40,41,42]. This results in the prevention of slips and rearrangements between particles after reaching yield stress, and gives rise to the post-peak hardening behavior characteristic of PAM treated clay.

3.2. Effect of Solid Content on the Yield Stress

Yield stress (τy) is significantly affected by the solid content of the sample [9,43,44]. To explore the effect of PAM treatment on the yield stress of the tested calcium bentonite, the yield stresses of untreated and treated clays with varying solid contents were measured. Figure 4 shows τy of untreated and treated clays as a function of volume fraction of solid (VF) at a pH of around 8.4, which is the natural pH without adding any pH adjusting agent, measured by a pH strip. Note the natural pH of pore fluids obtained by centrifuging samples was also determined to be 8.4–8.5, measured by a pH meter (Fisher Scientific, XL50, Pittsburgh, PA, USA). The VF was calculated according to:
V F = V s o l i d s V t o t a l = 1 ( 1 + w · G s )
where Vsoilds is volume of solid, Vtotal is total volume, w is water content, and Gs is specific gravity. As shown in Figure 4, τy for the treated clay was higher than that for the untreated clay at a given VF, reflecting the clear impact of PAM on the rheological behavior of the tested bentonite. It can also be observed in Figure 4, that τy of both untreated and treated clays exponentially increases with increasing VF; thus, τy of both clays are proportional to VF in a semi-logarithmic plot.
The network structure of clay particles (i.e., the card-house structure, resulting from edge (+)/face (−) contacts; and the band-like structure, resulting from face (−)/face (−) contacts), which determines τy of clay slurry, is affected by surface charge of the clay particle surface [20]. As zeta potential gives an insight into the surface charge of a mineral surface, many previous studies have investigated the direct relationship between the zeta potential and yield stress of clay slurry [9,45]. Figure 5 shows the zeta potential (ζ) of the tested untreated and treated clays as a function of pH, ranging from 2.8 to 11.8. At a pH of around 8.4, it can be observed in Figure 5 that the absolute ζ of treated clay is smaller than that of untreated clay, because the nonionic PAM adsorbed on the clay particle surface neutralizes the surface charge of clay particles [46]. In the case of treated clay, this results in the van der Walls attractive force overwhelming the electrostatic repulsive force, resulting from the diffuse double layer with counter-ions. Consequently, the treated clay can form the dense structure. Therefore, the yield stress of treated clay at a given solid content is greater than that of untreated clay.
Additionally, because the adsorbed PAM provides polymer bridging between particles [34,40,41], the polymer bridging may act as flexible reinforcement and may provide additional shear resistance by increasing the internal kinematic constraints on soil particles. This explanation of the contribution of polymer bridging to the increase in τy can be further supported by comparing the slopes between τy and VF of treated and untreated clays (Figure 4): the difference in τy between treated and untreated clays increases with VF, because the chance to form the polymer bridging between particles also increases.

3.3. Effect of pH Variations on the Yield Stress

Figure 6a shows variation of yield stress (τy) as a function of pH for the treated and untreated clays at volume fractions of solid (VF), of 11.5% and 15.3%, respectively. Note that the selected VF values for the two tested materials are based on the similar τy at a pH of 8.4 (natural pH without adding pH adjusting agent), as shown in Figure 6a. Figure 6a clearly demonstrates that τy values of both untreated and treated clays increases as pH decreases. The microstructure of bentonite clay tends to form a flocculated structure (i.e., increasing edge (+)/face (−) interaction) with decreasing pH [18,20]. As the strength of a flocculated structure is higher than that of a dispersed structure [9,20,47], an increase in τy with decreasing pH is expected. In contrast, when the pH increases, the microstructure of bentonite clay tends to form a dispersed structure (i.e., increasing face (−)/face (−) interaction), resulting in a decrease in τy.
The pH adjustment (i.e., either decreasing pH by addition of HNO3 or increasing pH by addition of NaOH) accompanies an increase in the electrolyte concentration within pore fluid. This increase in the electrolyte concentration can lead to an increase in τy due to a reduction in repulsive force between clay particles [7,20] and the consequent formation of a denser structure. Therefore, an increase in τy with changing pH can be accelerated in low pH conditions, due to the combined effects of pH and electrolyte concentration (Figure 6a). In contrast, the increase in τy with changing pH is very gradual or minimal in high pH conditions, due to the offset mechanism between the pH and electrolyte concentration (Figure 6a): an increase in OH- concentration leads to the expansion of the diffuse double layer and the consequent increase in repulsive force between particles; at the same time, high electrolyte concentration leads to a decrease in repulsive force.
In order to directly compare pH-dependent changes in τy of untreated and treated clays, a normalized τy, which is defined as the ratio between τy and τy at a pH of 8.4 (natural pH), is plotted as a function of pH in Figure 6b. Figure 6b demonstrates that as pH decreases from 8.4 to lower values, the treated clay shows a bigger increase of the normalized τy than untreated clay. In contrast, as the pH increases from 8.4 to higher values, the normalized τy shows very gradual increase in the case of untreated clay; while, the treated clay shows a very slight decrease in the normalized τy. This difference in the pH-dependent change of normalized τy for untreated and treated clays reflects that the varying conformational states of PAM with pH have a significant influence on τy of the tested calcium bentonite. As the PAM molecules contract with decreasing pH (Figure 2), the resulting microstructure of treated clay becomes denser than untreated clay because of the decreased repulsive force between clay particles, which resulted from the increased clay surface coverage by the highly coiled PAM. The increase in the difference between the zeta potential (ζ) values of untreated and treated clays with decreasing pH from 8.4 to lower values may support this explanation (Figure 5). Therefore, the bentonite treated with PAM shows a greater increase in yield stress with decreasing pH than untreated bentonite. In contrast, as the PAM molecules extend with increasing pH (Figure 2), the resulting microstructure of treated clay was in a loose (dispersed) state, due to the neutralization of the surface charge by the adsorbed PAM, and was reduced due to a decrease in the region of attached segments of polymer on the clay surface. The ζ values of treated clay approach those of untreated clay at high pH in Figure 5 and also supports this explanation. Furthermore, the net change in ζ, when pH increases from pH 8.4 to higher values of treated bentonite, is greater than that of untreated bentonite. Therefore, the treated clay may experience significant increases in repulsive forces between particles when changing pH from 8.4 to higher values. Consequently, it can be postulated that, in the case of treated clay, the increase in repulsive force due to the pH change is greater than the decrease in repulsive force due to the increase of electrolyte concentration. This results in the treated clay showing a slight decrease in yield stress when increasing pH from 8.4 to higher values; while, untreated clay shows a gradual increase in yield stress, as shown in Figure 6.

4. Summary and Conclusions

This study measured the yield stresses (τy) of untreated and PAM treated clays, with varying volume fractions of solid (VF = 10–23%) and varying pH conditions (pH = 7.6–9.6). The key findings of this study are:
(1)
The peak stress was not observed in the stress–time curve of the treated bentonite, because the polymer bridging between clay particles can prevent slips and rearrangements between particles after reaching τy.
(2)
τy for the treated clay was higher than that for untreated clay at a given VF, because van der Walls attraction dominates electrostatic repulsion in the case of treated clay. In addition, polymer bridging may act as flexible reinforcement and may provide additional shear resistance, leading to increases in τy for the treated clay.
(3)
An increase in τy with decreasing pH can be accelerated in low pH conditions due to the combined effects of pH (i.e., formation of flocculated structure) and electrolyte concentration (i.e., formation of dense structure).
(4)
The varying conformational states of PAM with pH significantly influences the τy of tested calcium bentonite. Therefore, the treated clay shows greater increases in normalized τy than untreated clay as the pH decreases from 8.4 to lower values.

Author Contributions

Conceptualization, W.L. and C.L.; methodology, Y.C. and W.L.; formal analysis, Y.C. and H.C.; investigation, Y.C. and C.L.; writing—original draft preparation, Y.C. and H.C.; writing—review and editing, H.C. and C.L. All authors have read and agreed to the published version of the manuscript.

Funding

This research was supported by the National Research Foundation of Korea (NRF) grant funded by the Korean government (NRF-2017R1C1B2004036 and NRF-2019R1C1C1005310).

Conflicts of Interest

The authors declare no conflict of interest.

References

  1. Egloffstein, T. Natural bentonites—influence of the ion exchange and partial desiccation on permeability and self-healing capacity of bentonites used in GCLs. Geotext. Geomembr. 2001, 19, 427–444. [Google Scholar] [CrossRef]
  2. Murray, H. Industrial clays case study. Min. Miner. Sustain. Dev. 2002, 64, 1–9. [Google Scholar]
  3. Ece, Ö.I.; Güngör, N.; Alemdar, A. Influences of Electrolytes, Polymers and a Surfactant on Rheological Properties of Bentonite–Water Systems. J. Incl. Phenom. Macrocycl. Chem. 1999, 33, 155–168. [Google Scholar] [CrossRef]
  4. Gleason, M.H.; Daniel, D.E.; Eykholt, G.R. Calcium and Sodium Bentonite for Hydraulic Containment Applications. J. Geotech. Geoenvironmental Eng. 1997, 123, 438–445. [Google Scholar] [CrossRef]
  5. Mitchell, J.K.; Soga, K. Fundamentals of Soil Behavior; John Wiley & Sons: Hoboken, NJ, USA, 2005. [Google Scholar]
  6. Terzaghi, K.; Peck, R.B.; Mesri, G. Soil Mechanics in Engineering Practice; John Wiley & Sons: New York, NY, USA, 1996. [Google Scholar]
  7. Van Olphen, H. Introduction to Clay Colloid Chemistry; John Wiley & Sons: New York, NY, USA, 1977. [Google Scholar]
  8. Du, M.; Liu, J.; Clode, P.L.; Leong, Y.-K. Microstructure and rheology of bentonite slurries containing multiple-charge phosphate-based additives. Appl. Clay Sci. 2019, 169, 120–128. [Google Scholar] [CrossRef]
  9. Goh, R.; Leong, Y.; Lehane, B. Bentonite slurries—zeta potential, yield stress, adsorbed additive and time-dependent behaviour. Rheol. Acta 2010, 50, 29–38. [Google Scholar] [CrossRef]
  10. Yang, Y.; Du, Y.-J.; Reddy, K.; Fan, R. Effect of Phosphate Dispersant Amendment on Workability of Ca-Bentonite Slurry for Slurry Trench Cutoff-Wall Construction. Indian Geotech. J. 2017, 47, 445–452. [Google Scholar] [CrossRef]
  11. Yildiz, N.; Sarikaya, Y.; Çalimli, A.; Çalımlı, A. The effect of the electrolyte concentration and pH on the rheological properties of the original and the Na2CO3-activated Kütahya bentonite. Appl. Clay Sci. 1999, 14, 319–327. [Google Scholar] [CrossRef]
  12. Bonilla-Blancas, A.E.; Romero-Ibarra, I.; Vazquez-Arenas, J.G.; Sanchez-Solis, A.; Manero, O.; Alvarez-Ramirez, J. Molecular interactions arising in polyethylene-bentonite nanocomposites. J. Appl. Polym. Sci. 2018, 136. [Google Scholar] [CrossRef]
  13. Axelsson, M.; Gustafson, G.; Fransson, A. Stop mechanism for cementitious grouts at different water-to-cement ratios. Tunn. Undergr. Space Technol. 2009, 24, 390–397. [Google Scholar] [CrossRef]
  14. Liu, J.; Neretnieks, I. Physical and Chemical Stability of the Bentonite Buffer; Royal Institute of Technology: Stockholm, Sweden, 2006. [Google Scholar]
  15. Yoon, J.; El Mohtar, C. Evaluation of Time-Dependent Yield Stress Using Dynamic Rheological Property of Bentonite Suspensions. Geotech. Test. J. 2013, 37, 20130075. [Google Scholar] [CrossRef] [Green Version]
  16. Bingham, E.C. Fluidity and Plasticity; McGraw-Hill: New York, NY, USA, 1922. [Google Scholar]
  17. Alther, G.R. The effect of the exchangeable cations on the physico-chemical properties of Wyoming bentonites. Appl. Clay Sci. 1986, 1, 273–284. [Google Scholar] [CrossRef]
  18. Brandenburg, U.; Lagaly, G. Rheological properties of sodium montmorillonite dispersions. Appl. Clay Sci. 1988, 3, 263–279. [Google Scholar] [CrossRef]
  19. Chen, J.S. Rheological Behavior of Na-Montmorillonite Suspensions at Low Electrolyte Concentration. Clays Clay Miner. 1990, 38, 57–62. [Google Scholar] [CrossRef]
  20. Lagaly, G. Principles of flow of kaolin and bentonite dispersions. Appl. Clay Sci. 1989, 4, 105–123. [Google Scholar] [CrossRef]
  21. Güngör, N.; Ece, Ö. Isik Effect of the adsorption of non-ionic polymer poly(vinyl)pyrolidone on the rheological properties of Na-activated bentonite. Mater. Lett. 1999, 39, 1–5. [Google Scholar] [CrossRef]
  22. Güngör, N.; Karaoğlan, S. Interactions of polyacrylamide polymer with bentonite in aqueous systems. Mater. Lett. 2001, 48, 168–175. [Google Scholar] [CrossRef]
  23. Işçi, S.; Ünlü, C.H.; Atıcı, O.G.; Güngör, N. Rheology and structure of aqueous bentonite-polyvinyl alcohol dispersions. Bull. Mater. Sci. 2006, 29, 449–456. [Google Scholar] [CrossRef] [Green Version]
  24. Theng, B.K.G. Formation and Properties of Clay-Polymer Complexes; Elsevier: Amsterdam, The Netherlands, 2012. [Google Scholar]
  25. ASTM-D854. Standard Test Methods for Specific Gravity of Soil Solids by Water Pycnometer; ASTM International: West Conshohocken, PA, USA, 2010. [Google Scholar]
  26. ASTM-D4318. Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils; ASTM International: West Conshohocken, PA, USA, 2010. [Google Scholar]
  27. BS-1377. Methods of Test for Soils for Civil Engineering Purposes; British Standards Institution: London, UK, 1990. [Google Scholar]
  28. ASTM-D2487. Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System); ASTM International: West Conshohocken, PA, USA, 2011. [Google Scholar]
  29. Santamarina, J.C.; Klein, K.A.; Wang, Y.; Prencke, E. Specific surface: Determination and relevance. Can. Geotech. J. 2002, 39, 233–241. [Google Scholar] [CrossRef]
  30. Chapman, H. Cation-exchange capacity. In Methods of Soil Analysis (Number 9 in the Series Agronomy), Part 2; Black, A., Ed.; American Institute of Agronomy: Madison, WI, USA, 1965; pp. 891–901. [Google Scholar]
  31. Besra, L.; Sengupta, D.; Roy, S.; Ay, P. Influence of polymer adsorption and conformation on flocculation and dewatering of kaolin suspension. Sep. Purif. Technol. 2004, 37, 231–246. [Google Scholar] [CrossRef]
  32. Ruiz-Hitzky, E.; Van Meerbeek, A. Chapter 10.3 Clay Mineral– and Organoclay–Polymer Nanocomposite. In Developments in Clay Science; Elsevier BV: Amsterdam, The Netherlands, 2006; Volume 1, pp. 583–621. [Google Scholar]
  33. Barvenik, F.W. Polyacrylamide Characteristics Related to Soil Applications. Soil Sci. 1994, 158, 235–243. [Google Scholar] [CrossRef]
  34. Kim, S.; Palomino, A.M. Factors influencing the synthesis of tunable clay–polymer nanocomposites using bentonite and polyacrylamide. Appl. Clay Sci. 2011, 51, 491–498. [Google Scholar] [CrossRef]
  35. ASTM-D5890. Standard Test Method for Swell Index of Clay Mineral Component of Geosynthetic Clay Liners; ASTM International: West Conshohocken, PA, USA, 2011. [Google Scholar]
  36. Alderman, N.; Meeten, G.; Sherwood, J. Vane rheometry of bentonite gels. J. Non-Newton. Fluid Mech. 1991, 39, 291–310. [Google Scholar] [CrossRef]
  37. Dzuy, N.Q. Yield Stress Measurement for Concentrated Suspensions. J. Rheol. 1983, 27, 321–349. [Google Scholar] [CrossRef]
  38. Liddel, P.V.; Boger, D.V. Yield stress measurements with the vane. J. Non-Newton. Fluid Mech. 1996, 63, 235–261. [Google Scholar] [CrossRef]
  39. Yoon, J.; El Mohtar, C. Disturbance Effect on Time-Dependent Yield Stress Measurement of Bentonite Suspensions. Geotech. Test. J. 2012, 36, 20120082. [Google Scholar] [CrossRef] [Green Version]
  40. Halder, B.K.; Palomino, A.M.; Reddy, K.; Yesiller, N.; Zekkos, D.; Farid, A.; De, A. The Shear Strength of “Tunable” Clay-Polymer Composite under Various Ionic Concentrations. Geo-Chicago 2016 2016, 61–72. [Google Scholar] [CrossRef]
  41. Kim, S.; Palomino, A.M. Polyacrylamide-treated kaolin: A fabric study. Appl. Clay Sci. 2009, 45, 270–279. [Google Scholar] [CrossRef]
  42. Mpofu, P.; Addai-Mensah, J.; Ralston, J. Investigation of the effect of polymer structure type on flocculation, rheology and dewatering behaviour of kaolinite dispersions. Int. J. Miner. Process. 2003, 71, 247–268. [Google Scholar] [CrossRef]
  43. Locat, J.; Demers, D. Viscosity, yield stress, remolded strength, and liquidity index relationships for sensitive clays. Can. Geotech. J. 1988, 25, 799–806. [Google Scholar] [CrossRef]
  44. Perrot, A.; Rangeard, D.; Levigneur, A. Linking rheological and geotechnical properties of kaolinite materials for earthen construction. Mater. Struct. 2016, 49, 4647–4655. [Google Scholar] [CrossRef]
  45. Kelessidis, V.; Maglione, R. Yield stress of water–bentonite dispersions. Colloids Surf. A Physicochem. Eng. Asp. 2008, 318, 217–226. [Google Scholar] [CrossRef]
  46. Kang, X.; Cao, J.; Bate, B. Large-Strain Strength of Polymer-Modified Kaolinite and Fly Ash–Kaolinite Mixtures. J. Geotech. Geoenvironmental Eng. 2019, 145, 04018106. [Google Scholar] [CrossRef]
  47. Spagnoli, G.; Rubinos, D.; Stanjek, H.; Fernandez-Steeger, T.; Feinendegen, M.; Azzam, R. Undrained shear strength of clays as modified by pH variations. Bull. Int. Assoc. Eng. Geol. 2011, 71, 135–148. [Google Scholar] [CrossRef]
Materials 13 02525 g001 550
Figure 1. X-ray diffraction (XRD) pattern of the calcium bentonite used in this study.
Figure 1. X-ray diffraction (XRD) pattern of the calcium bentonite used in this study.
Materials 13 02525 g001
Materials 13 02525 g002 550
Figure 2. Nonionic polyacrylamide (PAM): (a) schematic drawing of the conformational state of adsorbed PAM at different pH conditions (after [31]) and (b) chemical structure of PAM (after [33]).
Figure 2. Nonionic polyacrylamide (PAM): (a) schematic drawing of the conformational state of adsorbed PAM at different pH conditions (after [31]) and (b) chemical structure of PAM (after [33]).
Materials 13 02525 g002
Materials 13 02525 g003 550
Figure 3. Typical stress–time curves of (a) untreated (water content = 218%) and (b) treated (water content = 263%) clays.
Figure 3. Typical stress–time curves of (a) untreated (water content = 218%) and (b) treated (water content = 263%) clays.
Materials 13 02525 g003
Materials 13 02525 g004 550
Figure 4. Yield stresses of untreated and treated clays as a function of volume fraction of solid (VF).
Figure 4. Yield stresses of untreated and treated clays as a function of volume fraction of solid (VF).
Materials 13 02525 g004
Materials 13 02525 g005 550
Figure 5. Variations of zeta potential of treated and untreated clays as a function of pH. Note zeta potential was measured using zeta potential analyzer (Otsuka Electronics, ELSZ-1000, Osaka, Japan) with the sample of 0.6 g of dry soil dispersed in 1 L of 0.01 M NaCl solution.
Figure 5. Variations of zeta potential of treated and untreated clays as a function of pH. Note zeta potential was measured using zeta potential analyzer (Otsuka Electronics, ELSZ-1000, Osaka, Japan) with the sample of 0.6 g of dry soil dispersed in 1 L of 0.01 M NaCl solution.
Materials 13 02525 g005
Materials 13 02525 g006 550
Figure 6. Effect of pH on the yield stress of treated and untreated clays: (a) variation of yield stress; and (b) variation of normalized yield stress (yield stress/yield stress at pH of 8.4).
Figure 6. Effect of pH on the yield stress of treated and untreated clays: (a) variation of yield stress; and (b) variation of normalized yield stress (yield stress/yield stress at pH of 8.4).
Materials 13 02525 g006
Table
Table 1. Chemical composition of the calcium bentonite.
Table 1. Chemical composition of the calcium bentonite.
ComponentSiO2Al2O3Fe2O3 aCaOK2OMgONa2OTiO2MnOP2O5LOI b
wt.% composition65.0615.433.942.332.061.281.240.520.110.096.77
a Fe2O3 = total Fe; b Loss of ignition
Table
Table 2. Index properties of the tested clays.
Table 2. Index properties of the tested clays.
SampleGsLL [%]PL [%]Sa [m2/g]pHCEC [cmol/kg]USCS
Untreated2.5186.7635.83260.568.4889.65CH
Treated2.47121.5338.10263.628.4689.21CH

Share and Cite

MDPI and ACS Style

Choo, H.; Choi, Y.; Lee, W.; Lee, C. Effect of pH Variations on the Yield Stress of Calcium Bentonite Slurry Treated with pH-Responsive Polymer. Materials 2020, 13, 2525. https://doi.org/10.3390/ma13112525

AMA Style

Choo H, Choi Y, Lee W, Lee C. Effect of pH Variations on the Yield Stress of Calcium Bentonite Slurry Treated with pH-Responsive Polymer. Materials. 2020; 13(11):2525. https://doi.org/10.3390/ma13112525

Chicago/Turabian Style

Choo, Hyunwook, Youngmin Choi, Woojin Lee, and Changho Lee. 2020. "Effect of pH Variations on the Yield Stress of Calcium Bentonite Slurry Treated with pH-Responsive Polymer" Materials 13, no. 11: 2525. https://doi.org/10.3390/ma13112525

Note that from the first issue of 2016, this journal uses article numbers instead of page numbers. See further details here.

Article Metrics

Back to TopTop