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CHEMICAL ENGINEERINGTRANSACTIONS 
 

VOL. 59, 2017 

A publication of 

 

The Italian Association 
of Chemical Engineering 
Online at www.aidic.it/cet 

Guest Editors: Zhuo Yang,Junjie Ba, Jing Pan 
Copyright © 2017, AIDIC Servizi S.r.l. 
ISBN978-88-95608- 49-5; ISSN 2283-9216 

Application of slag compound as a curing agent for dealing 

with dissolve collapsibility characteristic in coastal saline soil 

Chengbin Liu*a, Lei Zhangb, Xiuqing Gaoa, Hao Zhanga 

aDepartment of Hydraulic and Architectural Engineering, Beijing Vocational College of Agriculture, Beijing 102442, China;  
bShandong university, Shandong Jinan 250100, China 

liuchengbin1979@163.com 

High concentration of soluble salt in coastal saline soil can dissolve soil particles to some extent. In this paper, 

the application of slag compound as a curing agent (referred to as SM) for dealing with dissolve collapsibility in 

saline soil is investigated. This has done through studying dissolve collapsibility characteristic of the soil 

stabilized by slag compound. The test results approve that the SM improves saline soil’s dissolve collapsibility 

and can make a soil characterized as collapsible to the one with no dissolve collapsibility. Furthermore, SM 

decreases dissolve collapsibility after hydration by turning into crystal and gel formation, which improves the 

strength of soil samples and reduces the associated deformation. On the other hand, SM reacts with the 

soluble salt in saline soil, which reduces saline soil’s sensibility to water and the associated deformation and 

therefore lowers the dissolve collapsibility. The study also compared the curing applications of SM, cement 

and quick lime.SM and cement have been found to have similar impacts on saline soil dissolve collapsibility, 

whilst SM has been identified as a more economically viable option. Quick lime, however, is shown to have 

less curing application compared with both SM and cement. Thus, utilizing SM for improving saline soil’s 

dissolve collapsibility has been proved to not only be technically feasible, but also economically viable. 

1. Introduction 

Common soil consists of solid (i.e. soil particle), liquid (i.e. water), and gas (i.e. air), while saline soil in 
addition to those contains crystal salt, especially soluble salt, normally dissolved in water. When water 

evaporates, the soluble attaches to the soil particle, which extremely changes physical and mechanical 

properties of saline salt. Dissolve collapsibility of saline soil can occur under the soil’s self-weight or external 

pressure (e.g. caused by traffic load) and deform due to immersion of fresh water. The described deformation 

of saline soil is called dissolve collapsibility deformation and is generally expressed by either dissolve 

collapsibility value or coefficient of dissolve collapsibility. The dissolve collapsibility value is the difference of 

deformation value between test specimen immersed in water and test specimen under pressure only. The 

coefficient of dissolve collapsibility is the ratio between dissolve collapsibility and original test specimen’s 

height. 

The dissolve collapsibility of saline soil happens when the porosity ratio of soil is increased by dissolved 

soluble salt and salt crystal, and therefore the saline soil deforms under load (Jiang et al., 2016; Bao and 

Zhang, 2016). The saline soil has two kinds of dissolve collapsibility, namely dissolve collapsibility deformation 

and suffusion collapsibility deformation. Dissolve collapsibility deformation occurs when the saline soil is in 

contact with relatively small volume of water for a short time, i.e. during short immerse time when the water 

volume is small, during which part or all the crystal salt in saline soil dissolves in water. These damage the soil 

structure of saline soil by decreasing the soil strength. While in suffusion collapsibility, the soil is immersed in 

water for a long time with relatively high-water volume, during which seepage occurs. Under this condition, the 

crystal salt in saline soil is dissolved as saline solution by seepage and is taken away continuously, as the 

water is continuously replenished. The suffusion collapsibility erodes the soil particle which consists of crystal 

salt, fine soil particle and gel. The phenomenon leads to increased porosity in saline soil and as a result, under 

certain load, the soil structure can be damaged, causing severe suffusion collapsibility deformation (Wu et al., 

                               
 
 

 

 
   

                                                  
DOI: 10.3303/CET1759056

 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 

Please cite this article as: Chengbin Liu, Lei Zhang, Xiuqing Gao, Hao Zhang, 2017, Application of slag compound as a curing agent for 
dealing with dissolve collapsibility in coastal saline soil, Chemical Engineering Transactions, 59, 331-336  DOI:10.3303/CET1759056   

331



 

 

2016). The severity of dissolve collapsibility depends on various parameters including water volume, 

immersion time, salt variety and content, soil classification and structure, as well as seepage speed (Jiang et 

al., 2016; Bao and Zhang, 2016). 

In coastal saline soil area, when building foundations and road subgrade encounter water, the soluble salt 

may dissolve, which may significantly decrease the structure strength and cause major settlements. This may 

severely damage a building, disturb transportation network and reduce assets’ service life (Feng et al., 2010; 

Benarab et al., 2016). 

Currently, soil-curing technology has been fully researched and applied in Japan, USA, Canada, Australia, 

South Africa and Europe. Although these curing agents are designated variedly, such as stabilizer, Fuji soil 

and so on, they can cure all sorts of soil materials. For instance, the state of Texas in the USA employs curing 

technique to cure highway subgrade of saline soil (Kitazume, 2007). The Central International Airport of Japan 

is built on an offshore artificial island based on solidified reclamation sludge (Xing et al., 2009). Most of the 

research on curing agents is still at an experimental stage to seek novel curing agents and curing methods, 

such as high-strength and anti-water erosion soil (HAS) and keda (KD)curing agents (Zhou et al., 2006; Liu et 

al., 2011; Cheng et al., 2011; Pang et al., 2009; Chai et al., 2007; Wang et al., 2010). These curing agents are 

prepared, based on salt species and content of soil, to study their adaptability to specific saline soils, and 

certain curing goals have been achieved. But, using cement, lime or existing curing agent to cure saline soil 

often leads to low strength and poor water stability. The main reason is the role of soluble salt in saline soil. 

2. Test Materials 

2.1 Coastal Saline Soil 

The investigated saline soil in this study through laboratory tests was supplied from Bohai region. Its physical 

properties are presented in Table 1. 

Table 1: Physical properties of saline soil 

Density (g/ml) Natural moisture content (%) Liquid limit (%) Plastic limit (%) 

1.79 29.68 33.72 17.41 

 

The soluble salt component in the tested saline soil was as shown as Table 2. 

Table 2: Analysis result of soluble salt component in saline soil 

Ion concentration (mg/kg) 
Total ion concentration (m/kg) pH 

K+ Na+ Ca2+ Mg2+ HCO3
- Cl- SO4

2- 

192 3690 475 346 172 6180 1670 12725 7.86 

 

The average total salt content of the saline soil in this test was about 1.27% (refer to Table 2). Furthermore, 

the analysis result shows that the ratio between w(Cl-) to w(SO4
2-) is bigger than 2. Therefore, following the 

classification of saline soil, with the average total salt component in saline soil being between 1% to 5%, the 

sample is categorized as medium saline soil. 

2.2 Curing Agent 

The slag compound curing agent (hereinafter referred to as SM) in this study is used as a soil curing agent for 

coastal saline soil, and was invented by the author. It is predominantly composed by slag micro powder, 

construction plaster, quick lime and magnesia. The curing mechanism is as such that the curing agent can 

react with sodion, chorion and sulfate ion in saline soil and the hydration products include 

3CaO•Al2O3•(0.5CaCl2•0.5CaSO4)•12H2O, CanSiO3.5•xH2O(C-S-H), 0.8CaO•0.2Na2O•Al2O3•3SiO2•6H2O, 

Mg9(SiO4)4(OH)2(M-S-H) and Ca6Al2(SO4)3(OH)12•26H2O. All these together bring strength to the test 

specimen (Liu et al., 2014; Liu et al., 2014; Liu et al., 2015; Liu et al., 2014;). 

To investigate the application of SM for curing coastal saline soil’s dissolve collapsibility issue, this study 

compared SM test results with the ones of cement and quick lime. The utilized cement was32.5MPa 

composite cement and the quick lime was the one commonly used in construction. 

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3. Test results and analyses 

3.1 SM results 

In engineering, coefficient of dissolve collapsibility (δ)is often used as an index for evaluating the dissolve 

collapsibility of saline soil. According to the associated codes (Geng and Yang, 2009), when δ<0.01, the saline 

soil is categorized as having no dissolve collapsibility, otherwise, it would be classified as collapsible saline 

soil. There are three methods for measuring coefficient of dissolve collapsibility, namely: indoor compression 

test, liquid discharging method and on-site immersion-load test. The indoor compression test is suitable for 

measuring the dissolve collapsibility coefficient for saline soil with regular shape. For saline soil without regular 

shape, however, liquid discharging method should be used, where the on-site immersion load test is not 

applicable. 

Coastal saline soil is mainly silty clay and it can form regular shape after compaction. Therefore, indoor 

compression test was utilized to measure the coefficient of dissolve collapsibility. The coefficient within known 

pressure range can be calculated by Equation 1. 

0

1

h

hh 
 (1) 

Where δ is coefficient of dissolve collapsibility (%). h is height of test specimen under certain pressure(mm). h1 

is height of test specimen after dissolve collapsibility under known pressure(mm) and h0 is original height of 

test specimen(mm). 

To investigate the impact of SM on saline soil’s dissolve collapsibility, plain saline soil (i.e. with no SM) and 

saline soil mixed with 3% and 6% SM were compared. The optimum moisture content and maximum dry 

density of these three soils combinations were obtained by heavy compaction test and the results are 

presented in Table 3. 

Table 3: Optimum moisture content and maximum dry density 

SM content Plain saline soil (SM = 0) 3% 6% 

Optimum moisture content (%) 15.42 15.56 15.82 

Maximum dry density (g/cm3) 1.88 1.92 1.95 

 

Specimen preparation: for plain saline soil, the air-dried saline soil was adequately mixed with non-ionic water 

and sealed for 24 hours. After the saline soil was fully mixed with water, compaction test apparatus was 

utilized to achieve required compactness for the soil specimen. After compaction, soil sampler was used to 

take out the soil sample and then a cutting ring, 79.8mm diameter and the height of 20mm, was utilized to take 

the specimen. To do the latter, the cutting ring’s blade was made downward and pressed until soil specimen 

extended the ring. Surplus soil was then removed and the soil specimen was trowelled. For mixing saline soil 

with SM, considering the hydration reaction of curing agent, the soil sample had to be compacted immediately 

after preparation, whilst the sampling method was the same as plain saline soil. Considering the water’s 

influence on saline soil’s dissolve collapsibility, the prepared specimen was wrapped by plastics film to prevent 

water evaporation. The curing period was7 days. 

The coefficient of dissolve collapsibility can be measured by single line or double line collapsibility tests. The 

single line test needs 5 soil specimens and its field sampling and indoor test are very complicated. At the 

same time, saline soil is easily influenced by external environmental factors, so it is very difficult to obtain 

required numbers of identical samples by cutting ring. While double line test needs only two specimens, and it 

is easier to make two identical soil specimens. However, the test time of double line test is longer, and 

therefore, the salt in saline soil can fully dissolve during test period (Geng and Yang, 2009). This research has 

adopted double line test because it was more convenient for specimen sampling and operation, as it is less 

labour intensive and it better simulated the actual project conditions. Double line triaxial medium pressure 

consolidation apparatus was utilized in this research. The prepared soil specimens were tested, by gradually 

loading one set of soil specimens till the deformation was stable under certain pressure, while the other set of 

soil specimens were immersed (using deionized water to immerse specimen from the bottom to up, the water 

was replaced continuously to make salt fully dissolve). Then pressure was increased until the deformation was 

stable again. The test pressure values include 50, 100, 200, 300, 400, 500 and 600KPa. During the test, the 

pressure shall be increased after the settlement under former pressure is stable, i.e. the deformation per hour 

doesn’t exceed 0.01mm in two continued hours (Zhang and Yang, 2009). 

The compression test was done on the consolidation apparatus according to existing national code Standard 

for Soil Test Method GB/T50123. The coefficients of dissolve collapsibility were calculated, see Figure 1, using 

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the dissolve collapsibility test results on plain saline soil specimen and saline soil specimen mixed with 3% 

and 6% SM after 7 days’ settlement under different pressure. 

 

Figure 1: Comparison diagram of coefficient of dissolve collapsibility 

Results presented in Figure 1 reveal that for plain saline soil, when the specimen is under pressure within 

300KPa, as the pressure increases the coefficient of dissolve collapsibility is increased rapidly, while when the 

pressure is higher than 300KPa, the coefficient of dissolve collapsibility tends to be stable during pressure 

increase. Therefore, the coefficient of dissolve collapsibility under pressure range of 50KPato 300KPa was 

taken as the basis for judgment, which corresponds with 1.35% plain saline soil’s coefficient of dissolve 

collapsibility, which is higher than the 1% threshold. Although, this plain saline soil specimen was made based 

on optimum moisture content and maximum dry density, following Technical Code of Building on Saline Soil 

Regions GB/T 50942-2014, it still had some dissolve collapsibility. The main reason was that the salt crystals 

in saline soil exist in porosity and in contact with soil particles and the salt crystals when combined with soil 

particles form the saline soil’s skeleton. In low pressure, a short time is needed to reach stable settlement, 

whilst the immersion time is also short, therefore, salt, especially soluble salt, cannot dissolve adequately. 

During this process, the damage of water to soil’s structure is small and as the salt crystal, now forming part of 

soil skeleton, has not been totally damaged the coefficient of dissolve collapsibility is small. When the 

pressure is increased and immersion time is elongated, the salt crystals begin to dissolve in a larger quantity 

and the soil structure is damaged relatively quickly. When the pressure reaches 300KPa, most of salt crystals 

in soil have been dissolved and soil structure has been thoroughly damaged and the salt crystals as soil 

skeleton have been dissolved in abundance. Thereafter, soil particles will be rearranged under pressure effect 

and the dissolve collapsibility will be increased quickly. At this stage, the coefficient of dissolve collapsibility 

reaches the highest. This with decreased soil void ratio, decreases the dissolved value of salt crystals, and as 

a result even with continuously increased pressure, the coefficient of dissolve collapsibility tends to remain 

stable. 

For the saline soil mixed with 3% and 6% SM, when the vertical pressure is above 200KPa, the coefficient of 

dissolve collapsibility tends to remain stable. Thus, the coefficient of dissolve collapsibility under pressure 

range of 50KPa to 200KPa was taken as the basis for judgment. The coefficient of dissolve collapsibility of 

saline soil with 3%SM is 0.58%, which is less than the 1% threshold, and therefore is classified as having no 

dissolve collapsibility. The coefficient of dissolve collapsibility for saline soil with 6% SM is 0.28% which also 

has no dissolve collapsibility. The reason is the reaction between SM and soluble salt in saline soil, which 

reduces the crystal content. Nonetheless, the SM amount is not enough to react with all the soluble salt in 

saline soil. Therefore, when the specimen is under less than 200KPa pressure, the salt crystals dissolve 

gradually causing rearrangement of soil particles and therefore increasing its coefficient of dissolve 

collapsibility. When the pressure exceeds 200KPa, the influence of dissolved value on salt crystals to soil 

structure is decreased. This together with crystals produced by SM hydration results in the coefficient of 

dissolve collapsibility tends to remain stable even when the pressure is continuously increased. Increasing the 

amount of SM in the mixture will reduce the dissolve collapsibility of saline soil. 

Judging from aforementioned analysis, the SM improves saline soil’s dissolve collapsibility and alters the plain 

saline soil from collapsible soil to non-collapsible soil. SM turns into crystal and gel after hydration, which 

improves the test block’s strength and reduces the deformation, therefore decreases the dissolve collapsibility. 

On the other hand, SM reacts with the soluble salt in saline soil, which reduces saline soil’s sensibility to water, 

reducing the deformation and lowering the dissolve collapsibility. 

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

0 50 100 200 300 400 500 600

Vertical pressure (KPa)

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(
%
)

Plain saline soil

Mixed with 3% SM

Mixed with 6% SM

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3.2 Test results comparison and analysis  

To comprehensively evaluate the application of SM, cement and quick lime as curing agents on saline soil’s 

dissolve collapsibility, the test results for these three options were compared and shown in Figure 2. 

 

Figure 2: Comparison diagram of dissolve collapsibility coefficient for three different curing agents 

It is evident from Figure 2that when the combination quantity remains the same, the coefficient of dissolve 

collapsibility is principally the same. Having said that, when the combination quantity is small, the strength of 

SM cured soil is lower than cement cured soil, whilst SM can react with the soluble salt in saline soil, to reduce 

the soluble salt in cured soil. During the dissolve collapsibility test, the dissolved soluble salt in cement soil is 

more than SM cured soil, so the porosity of cement soil is higher than SM cured soil. Although the cement soil 

has initial higher strength, its strength deduction after immersion is more due to porosity. Having said that, in 

the end, the dissolve collapsibility deformation of cement soil and SM cured soil are the same. This explains 

why these two types of curing agent have similar coefficient of dissolve collapsibility. 

As for quick lime soil, the coefficient of dissolve collapsibility is noticeably higher than SM and cement cured 

soil. The mechanism of quick lime curing is mainly due to produced Ca(OH)2by quick lime hydration, which is 

separated from solution and forms crystals. The Ca(OH)2 can react with active SiO2 and Al2O3 in soil and 

forms hydrated calcium silicate and hydrated calcium aluminate. But the Ca(OH)2 crystal produced by this 

reaction has low strength and the hydration process between Ca(OH)2 and SiO2 and Al2O3 in soil is slow. In 

the dissolve collapsibility test after 7 days standard curing, the quick lime soil has low strength and low 

resistance to deformation, whilst, the quick lime cured soil still has plenty of soluble salt. During immersion, the 

soluble salt dissolves and increases the porosity of quick lime soil. Thus, when the vertical pressure is 

increased from 50KPa to 300KPa, the coefficient of dissolve collapsibility of quick lime soil has large growth 

and the final maximal coefficient is 0.84%. Although this coefficient of dissolve collapsibility is less than 1%, 

showing that quick lime cured soil has also no dissolve collapsibility. Figure 2 shows that the improvements of 

SM and cement on saline soil’s dissolve collapsibility are much bigger than the quick lime. 

From above analysis, SM and cement have better applications for improving saline soil’s dissolve collapsibility 

compared to quick lime. When the combination amount is 6%, the coefficients of dissolve collapsibility of SM 

and cement are principally the same. Therefore, they have the same technical effects, but judging from 

economic aspect, SM has obvious advantage to cement. Thus, adopting SM to improve saline soil’s dissolve 

collapsibility is not only technically feasible but also economically viable. 

4.Conclusions 

This paper has shown that SM reacts with soluble salt in saline soil and reduces saline soil’s sensibility to 

water immersion, associated deformation and the dissolve collapsibility. Furthermore, SM produces crystal 

and gel after hydration process, and those improve the test block’s strength and reduce the deformation, so 

the dissolve collapsibility is further lowered. The test results have indicated that the tested saline soil was 

improved from collapsible soil to non-collapsible soil. This paper, therefore, has proved that SM can be one of 

the effective methods to improve saline soil’s dissolve collapsibility. 

SM has been demonstrated to have a better application as a curing agent for dealing with saline soil’s dissolve 

collapsibility compared with quick lime, and is a more effective option. However, when compared with cement, 

with a similar combination amount of 6%, the dissolve collapsibility coefficients of both options are principally 

the same.SM and cement both are found to have the same technical effect, but SM has obvious advantage to 

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0 50 100 200 300 400 500 600

Vertical pressure (KPa)

C
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(
%
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Mixed with 6% SM

Mixed with 6% cement

Mixed with 6% quick lime

335



 

 

cement as a cheaper option. This paper has shown that adopting SM to improve saline soil’s dissolve 

collapsibility is both technically and economically viable. 

Acknowledgments  

This work was financially supported by Beijing Municipal Education Commission Science and Technology 

General Project (No. KY201712448004). 

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