Characteristics of Deformation and Damping of Cement Treated and Expanded Polystyrene Mixed Lightweight Subgrade Fill under Cyclic Load

Abstract

To investigate the deformation and damping characteristics of cement treated and expanded polystyrene (EPS) beads mixed lightweight soils, this study conducted a series of triaxial shear tests cyclic loading for different confining pressures, cement contents, and soil categories. Through repeated loading and unloading cycles, axial accumulative strain, resilient modulus, and damping ratio versus axial total strain were analyzed and the mechanical behavior was revealed and interpreted. Results show that the resilient modulus increases with increasing confining pressure and cement content. A decreasing power function can be used to fit the relationship between the resilient modulus and the axial total strain. Although sandy lightweight specimens usually own higher resilient modulus than silty clay lightweight specimens do, the opposite was also found when the axial total strain is larger than 8% with 50 kPa confining pressure and 14% cement content. For damping ratio the EPS beads mixed lightweight soil yields a weak growth trend with increasing axial total strain and a small reduction with higher confining pressure and cement content. For more cementations, the damping ratio of the sandy lightweight soil is always smaller than the silty clay lightweight soil. Nonetheless, the differences of damping ratios that were obtained under all of the test conditions are not significant.

1. Introduction

With the rapid development of transportation in China, highways or high-speed railways would inevitably encounter the situation of soft soil foundations. How to deal with unacceptable settlements of embankments on these foundations has become one of the most challenging tasks for engineers [1,2]. Traditionally, the composite foundation and plastic drainage are always utilized to reinforce the soft soil foundation to diminish the potential settlement [3,4]. However, use of embankments with lightweight backfill material, such as expanded polystyrene (EPS) blocks (also called EPS geo-foam) or EPS beads mixed with soil and binder [5,6], can also reach this goal. Obviously, the latter is much more time saving, cost-effective, and even environmentally friendly.

Since Frydenlund [7] firstly reported that the EPS geo-foam was used as an embankment fill in Norway, more and more studies about this artificial material have been conducted and its good performances have been confirmed. For example, replacing the typical embankment fill material in highways [5], diminishing the maximum lateral earth pressure of a reinforced soil platform [8], and reducing the swelling pressure by expansion of soil behind the retaining wall [9], etc. At the same time, a lightweight fill consisting of dredged soil and air foam and cement (i.e., EPS beads) was adopted to reduce the embankment self-weight on soft foundations in Japan [10]. Miki [11] pointed out that the EPS beads could even reduce the weight of the fill to a great extent, even to be 50%, which is of great beneficial for the post-construction settlement control. Liu et al. [12] pointed out that the unconfined compressive strength of the lightweight fill, as well as the shear strength and stiffness, increases considerably if the cement-soil ratio of 10% to 15% is used. Moreover, Miao et al. [13] inspected the mechanical properties of the lightweight fill through a series of road performance tests, verifying that embankments with the lightweight backfill obtain an obviously smaller settlement over embankments with the conventional lime-stabilized fill.

As a subgrade filling replacement material, the lightweight soil should have good bearing capacity and deformation properties under static loading, but it also needs good mechanical performance under repeated traffic loading. As early as 2002, Minegishi et al. [14] has pointed out that the mechanical behaviors of lightweight soil under static and dynamic loads would be quite different from the natural soils. At present, the research on the dynamic characteristics of lightweight soils mainly focuses on the acquisition of basic dynamic characteristics parameters and the effects of various influencing factors. For example, Gao et al. [15] analyzed the characteristics of skeleton curve, dynamic shear modulus, and damping ratio of EPS composite soils based on nineteen combined axial-torsional tests on hollow cylinder specimens. Through resonant column and cyclic triaxial tests on sand-EPS bead mixtures, El-Sherbiny et al. [16] discovered that the material damping is relatively unaffected at small shear strains but it increases at larger strains, and the decrease in shear stiffness with increasing bead content occurs at all strain levels. Moreover, Alaie et al. [17] carried out a series of laboratory tests to evaluate the monotonic, cyclic, and post-cyclic behavior of the contact interface between lightweight soil and reinforced geogrid. Nonetheless, the road performance of the lightweight fill, especially the mechanical behavior under complex loading conditions as well as the difference with different natural soils is still not clear.

In this study, a series of triaxial shear tests, under repeated loading-unloading conditions, were conducted to investigate the characteristics of deformation and damping of EPS beads-mixed lightweight soils. The axial accumulative strain, the resilient modulus and the damping ratio versus the axial total strain under different confining pressures, cement contents, and soil categories were systematically analyzed. Subsequently, a further understanding of the mechanical properties of the EPS mixed lightweight soil under cyclic loading was obtained.

2. Materials and Methods

2.1. Materials

The silty clay and sand (as shown in Figure 1) that were adopted in this study were taken from the Beigu lake of Zhenjiang City, which belongs to the Yangtze River basin in the eastern China. Large particles that were more than 2 mm were removed from the material by a sieve. According to the Unified Soil Classification System (ASTM D2487-11) [18], the sand belongs to the poorly graded fine sand (SP). Its coefficient of uniformity (Cu) and coefficient of gradation (Cc) are 1.41 and 0.69, respectively. The grain size distributions of these two soils are illustrated in Figure 2. The main physical property indices of the silty clay are summarized in

Table 1. Properties of the test silty clay.

Water Content (%)	Natural Density (g/cm3)	Liquid Limit (%)	Plastic Limit (%)	Liquidity Index	Plasticity Index
52.6	1.75	44.2	23.0	1.4	21.2

.

The EPS beads (as shown in Figure 1c) that were used in this study are manufactured by expandable polystyrene resin (from Suzhou Yizhan Purification Technology Co., Ltd. in China, 2017), containing microscopic cells that are foamed with pentanes or butanes. When the beads are formed after the blowing agent expands, volume of individual resin beads would increase by up to 40 to 50 times. The particle size of the round EPS beads ranges from 3 to 5 mm, with the bulk unit weight of 0.013 g/cm³.

The Portland cement (P. O. 32.5) (Nanjing Pukou Youwei Cement Products Factory Co., Ltd. in China, 2018) was used as a binding material to bind the EPS beads with sand or silty clay, and water was used to carry out the hydration reaction and facilitate the mixing process. Subsequently, the lightweight mixture can be easier to be compacted to carry the required load after an appropriate curing time.

2.2. Specimen Preparation

To make standard triaxial specimens, the silty clay and sand were used as the raw material soil, and then cement and water were added by mass percent while the EPS beads were added by volume ratios. The cement content a_w (or cement weight) was designed to be 14, 16, 18, and 20%, relative to the weight of silty clay or sand. The volume ratios of the sand/silty clay together with cement to the EPS beads were determined at 1:1. A machine mixer (Wuxi Chiba Mixing Equipment Co., Ltd. in China, 2014) was utilized to mix the mixture thoroughly, with the capacity bucket rotating at certain speeds of 102/204/388 r/min. The untreated soil was weighed to get the mass and firstly placed into the mixer, then the cement and the EPS beads were uniformly added into the soil and forcibly stirred for 5 min. At last, water was poured into the mixing bucket and stirred more than 5 min until the components were evenly distributed.

Once the lightweight soil was mixed thoroughly and stirred evenly, the weighed mixtures were put into a triple-piece mold and then compacted for 25 times in five layers, using a mini compaction hammer with a 295.8 g weight and a 12 cm drop distance. The size of the triple-piece mold was 3.91 cm in diameter and 8.0 cm in height. After compaction, the specimens were cured in a standard box with the temperature of 20 °C and the humidity of 100% for 24 h. Afterwards, the specimens were taken out and immediately put in plastic bags for a curing time of 14 days.

2.3. Test Procedure

To investigate the physical and mechanical properties of EPS composite soil, conventional testing methods, such as the unconfined compression test, the uniaxial compression test, the direct shear test, and the triaxial compression test, are always adopted. The current researches paid many attentions to interpret the mechanical behavior and its influence on strength, deformation, and failure modes under static loading [19,20,21]. However, as embankment fill subgrades, the EPS composite soil is likely to undertake cyclic loadings, such as the traffic loading or the seismic loading. Therefore, the dynamic properties of the EPS mixed lightweight fill are a concern for engineering [14]. In general, the conventional dynamic characteristic study on EPS composite soil is focused on the dynamic stress-state relationship, dynamic modulus and strength, damping ratio, and so on [15].

Although the conventional resonance column test and dynamic triaxial test would be the most commonly used methods to conduct the above research activities, the modification or new use of conventional test instruments can also fulfill some research tasks. Therefore, a conventional strain-controlled triaxial apparatus (Nanjing Soil Instrument Factory Co., Ltd. (type-ASPTTS) in China, 2012) was adopted to carry out the consolidated undrained (CU) test under confining pressures of 50, 100, and 150 kPa [22]. The CU test procedures in ASTM D4767-11 [23] were followed in the laboratory. In the traditional dynamic cyclic loading test, a cyclically changing direction dynamic load is applied to the specimen. However, the cyclic loading in this study is defined as a different repeated loading process. For example, under a confining pressure of 50 kPa, the specimen was firstly loaded by lifting the triaxial chamber with a rate of axial strain to a predetermined total strain value, and then the acted load was gradually removed by declining the chamber. Subsequently, the reloading and reunloading action would be developed repeatedly. In the scheme of this experimental study (see Figure 3), each specimen underwent nine repeated actions and the corresponding unloading strains were 2%, 3%, 4%, 6%, 8%, 10%, 12%, 14%, and 16%, respectively.

To reveal the dynamic properties of the EPS composite soil under repeated loading conditions, several affecting factors, such as the stress state, soil type, and cement content should be evaluated, as well as the effect variation on mechanical characteristics. The stress state and loading-unloading times were also checked for accessing the dynamic response of the lightweight material. Several mechanical indexes were evaluated, such as the axial cumulative strain, the resilient modulus, and the damping ratio.

3. Results and Discussion

3.1. Axial Cumulative Strain

The axial cumulative strain is one of the important indexes to characterize the deformation ability of the lightweight soil. In this study, the axial cumulative strain is defined as the residual strain when the overlying load is removed. As shown in Figure 4 for sandy lightweight soil, the axial cumulative strain increases with the increasing cyclic loading times, as well as the axial total strain of the specimen. There exists a good linear relationship between the axial cumulative strain and the axial total strain (see Figure 5), and the ratio of axial cumulative strain to axial total strain remains constant. The same also applies to the tested silty clay lightweight soil specimens. However, the influence of confining pressure, cement content, and soil type on the ratio is very small through inspecting all of the tested specimens in this study (not shown here).

Under lower confining pressures, the cementing structure (with relatively high cement content) of the mixed lightweight soil plays the main role in bearing the load capacity, and the damage of the specimen is very small. In this condition, the EPS particles are still constrained by the cementation force, indicating that the characteristics of larger elastic deformation cannot be brought into full activity. Although the elastic deformation of the lightweight soil would mainly come from the elastic deformation of the EPS particles, the elastic strain is always at a lower level when the stress state is relatively small. Therefore, the difference of the elastic strains under different conditions is not obvious.

3.2. Resilient Modulus

According to the linear relationship between the axial cumulative strain and the axial total strain, a formula can be expressed as:

$${\epsilon }_L=k{\epsilon }_a$$

(1)

where ${\epsilon }_L$ is the axial cumulative strain, ${\epsilon }_a$ is the axial total strain, and k is the ratio of the axial cumulative strain to the axial total strain.

Subjected to the monotonic loading, the relationship between the principal stress difference and the recoverable strain can be formulated as:

$${\sigma }_1-{\sigma }_3=f\left({\epsilon }_a\right)=g\left({\epsilon }_h\right)=g\left(\left(1-k\right){\epsilon }_a\right)$$

(2)

where ${\sigma }_1$ and ${\sigma }_3$ are the principal stresses and ${\epsilon }_h$ is the recoverable strain.

The resilient modulus of the specimen under the monotonic loading can be defined as:

$$E_{ur}=\frac{{\sigma }_1-{\sigma }_3}{{\epsilon }_h}=\frac{{\sigma }_1-{\sigma }_3}{\left(1-k\right){\epsilon }_a}$$

(3)

The resilient modulus here can also be defined as the average of the unloading modulus and the reloading modulus [24]. The unloading modulus is the ratio of the stress at the unloading point to the recoverable strain (i.e., elastic strain), and the reloading modulus is the ratio of the stress at which it is reloaded to the unloading point to the recoverable strain. Although the elastic strain that is mentioned above is very small, the variation will have a significant influence on the resilient modulus of the lightweight soil.

In Figure 6 and Figure 7, the resilient modulus decreases with the increasing axial total strain, and it increases with the increasing confining pressure and cement content. Similar to the dynamic modulus [25], the resilient modulus will gradually approach a same critical value of 40 kPa, even under different confining pressures and cement contents in this study. Due to the increasing axial total strain, the cementation structure of the mixed lightweight soil is gradually damaged and its strength decreases step by step. Simultaneously, the constraint on the deformation of EPS particles is also reduced, and its elastic deformation is playing an increasingly important role afterwards. When the cementation structure is completely destroyed, the mixed lightweight soil tends to be loose, and whose resilient modulus arrives at a same level.

On the one hand, the increasing confining pressure enhances the restraint on the specimen and then on the EPS particles. On the other hand, the increasing confining pressure enhances the destruction of the cementation structure and thus weakens the restraint on the EPS particles. Therefore, the combination of the two actions increases the strength of the mixed lightweight soil increases, weakens the restraint, but increases the elastic deformation of the EPS particles. Obviously, the multiple of strength increase is larger than the multiple of elastic deformation increase, and this can be easily found in Figure 8.

With increasing cement content, the cementation becomes stronger, as well as the strength of the specimen. Deformation of the EPS particles is constrained, indicating that the elastic deformation would be reduced, which contributes to the increase of resilient modulus of the lightweight soil. Under the tested confining pressures and mixture ratios, the relationship between the resilient modulus and the axial total strain can be established as:

$$E_{ur}=a{\epsilon }_a^b$$

(4)

where a and b are all the fitting parameters and they are related to the confining pressure and cement content. Subsequently, the fitting relation can be formulated by the following function:

$$\{\begin{array}{l}a=a_1{a}_w^2+b_1{a}_w+c_1\\ b=a_2{a}_w^2+b_2{a}_w+c_2\end{array}$$

(5)

where a_1,2, b_1,2, and c_1,2 are all the fitting coefficients related to the confining pressure. Then, a general formula can be deduced as:

$$y=\alpha {\sigma }_3^2+\beta {\sigma }_3+\gamma$$

(6)

where ${\sigma }_3$ is the confining pressure, α, β, and γ are also the fitting coefficients, which can be deduced in

Table 2. Deduced values of α, β, and γ.

Fitting Parameters	LSES			LCES
	α	β	γ	α	β	γ
a1	4.082	−871.570	47,389.000	−0.887	130.350	4556.900
b1	−1.372	295.900	−15,571.000	0.194	−23.908	−1809.500
c1	0.118	−25.067	1346.900	−0.005	0.104	238.290
a1	−0.032	7.820	−446.140	0.003	−0.125	−45.564
b2	0.011	−2.769	159.200	−0.000	−0.140	23.901
c2	−0.001	0.243	−14.364	−0.000	0.030	−3.080

Note: LSES is the sand mixed lightweight soil, LCES is the silty clay mixed lightweight soil.

.

As illustrated in Figure 9, the resilient modulus of sandy lightweight soil is higher than that of silty clay lightweight soil under confining pressures of 50 kPa and 150 kPa. The same condition also applies to the strength and recoverable elastic strain of the lightweight soil samples (as shown in

Table 3. Strength and elastic strain corresponding to the resilient modulus in Figure 7.

εa/%	aw = 14%, σ3 = 50 kPa				aw = 14%, σ3 = 150 kPa
	Strength/kPa		εh/%		Strength/kPa		εh/%
	LSES	LCES	LSES	LCES	LSES	LCES	LSES	LCES
2	26.71	22.00	0.0528	0.0537	70.77	64.71	0.0809	0.0964
3	30.03	26.11	0.0696	0.0707	74.26	68.27	0.0893	0.1286
4	31.73	30.41	0.0801	0.0926	78.36	72.33	0.1005	0.1507
6	32.03	31.91	0.0911	0.0926	82.93	76.16	0.1526	0.1806
8	33.17	33.09	0.1254	0.1258	86.15	80.38	0.1718	0.2006
10	34.74	33.95	0.1600	0.1370	90.86	84.83	0.1925	0.2177
12	38.58	36.47	0.1845	0.1535	94.42	88.04	0.2319	0.2445
14	41.90	39.54	0.2116	0.1796	98.31	92.79	0.2432	0.2641
16	44.69	42.30	0.2431	0.1956	102.84	96.44	0.2792	0.2844
εa/%	aw = 20%, σ3 = 50 kPa				aw = 20%, σ3 = 150 kPa
	Strength/kPa		εh/%		Strength/kPa		εh/%
	LSES	LCES	LSES	LCES	LSES	LCES	LSES	LCES
2	45.90	35.41	0.0517	0.0521	100.23	83.75	0.0803	0.0893
3	50.29	42.30	0.0665	0.0670	107.24	92.63	0.0882	0.1223
4	53.49	49.19	0.0774	0.0794	114.00	100.53	0.0983	0.1469
6	56.06	56.01	0.0885	0.1018	121.73	105.70	0.1488	0.1616
8	59.61	59.56	0.1030	0.1176	128.95	113.99	0.1673	0.1797
10	63.81	62.91	0.1133	0.1268	135.03	121.57	0.1867	0.1989
12	69.23	68.69	0.1378	0.1501	142.43	130.90	0.2212	0.2214
14	73.90	72.90	0.1545	0.1578	149.64	139.36	0.2397	0.2440
16	77.21	77.20	0.1669	0.1790	156.20	151.32	0.2705	0.2710

Note: LSES is the sand mixed lightweight soil, LCES is the silty clay mixed lightweight soil.

). For the basic physical characteristics, the granular sand has smaller specific surface area and less activity than the silty clay. When cement is added, the granular sand and the cement have a rapid cementation speed with the help of water. The more cemented material is produced, the higher cementation strength would be generated to constrain the deformation of the EPS particles, resulting in smaller elastic deformation and higher resilient modulus. Although the silty clay is flattened with strong activity, the cement’s hydrolysis and the hydration reactions mainly happen around a certain active medium. Therefore, the reaction is slow but needs a long time, and less cementing material is produced within a certain curing time. Moreover, the cemented silty clay has a lower strength to restrict the EPS particles, resulting in a lower strength than the sandy lightweight soil, as well as the resilient modulus. Due to the existence of a layer of bound water film around the fine-grained soil particle, silty clay has better deformation adaptability than sand, indicating that the silty clay lightweight soil has lower strength and resilient modulus than that of the sandy lightweight soil.

As shown in Figure 9a, with a lower confining pressure of 50 kPa and a smaller cement content of 14%, when the axial total strain of the specimen exceeds 8%, the resilient modulus of the sandy lightweight soil is smaller than that of the silty clay lightweight soil. This is rather unusual in the overall condition of these tested samples. When the shear deformation of the specimen becomes larger (i.e., the axial total strain exceeds 8%), the degree of particle breakage increases, and the sandy lightweight specimen starts to loosen, resulting in a decrease in the cohesion, as well as the resilient modulus. Although the same thing happened to the silty clay lightweight soil, the above reduction in cohesion and resilient modulus under the same shear deformation are relatively smaller than the sandy soils. However, such a phenomenon does not exist when the confining pressure and cement content are higher, indicating that the constraint of higher confining pressure excels the loss of cohesion that is caused by shear deformation for sandy lightweight soil, and the higher cement content contributes to the increasing of cementing force in a short term. Within a limited curing time (7 days or 14 days), the resilient modulus of the sandy lightweight soil is usually larger that of silty clay type mixture (see Table 3).

3.3. Damping Ratio

According to the conventional definition [26], the damping ratio is related to the energy loss rate in a certain time, and the formula can be expressed as:

$$y=\alpha {\sigma }_3^2+\beta {\sigma }_3+\gamma$$

(7)

where λ is the damping ratio, ∆W is the loss energy within a loading-unloading cycle, and W is the total energy of a complete loading-unloading cycle.

In this study, the damping ratio is calculated by the energy loss rate in a loading-unloading cycle. The typical stress-strain relationship of the tested specimen can be illustrated in Figure 10. In a complete loading-unloading cycle, the work that is done by extra loads can be defined as: at the beginning OA section, most of the work done by external load is converted into elastic potential energy, indicating that the specimen’s deformation is mainly attributed to the elastic deformation. Subsequently, in the second AB section, plastic deformation is produced in the specimen and it becomes larger and larger. Although, the work done by external load on the specimen is mainly consumed by the plastic deformation and the viscous resistance, there will still be a small part stored as the elastic potential energy. Within the BC section, when the external load is removed, the elastic potential energy that is stored in sections of OA and AB will be gradually released and absolutely consumed by viscous resistance.

According to the general form of stress-strain relationship and energy composition analyses, the EPS beads-mixed lightweight soil belongs to the viscoelastic plastic material. The ∆W and W in Equation (7) can be calculated by the following expression:

$$\Delta W=S_{0DA}+S_{AEB}+S_{BFC}+S_{AGIH}$$

(8)

$$W=S_{0DAEBFC0}$$

(9)

where S_0DA, S_AEB, S_BFC, S_AGIH, and S_0DAEBFC0 are the areas of different regions in Figure 10. In Equation (8), the former three items are the energy consumed by damping, the last one is the energy consumed by plastic deformation. Afterwards, the damping ratio can be calculated out.

Figure 11 shows the variation of damping ratios versus axial total strains under different confining pressures, cement contents for different soil types. The damping ratio increases slowly with the increasing axial total strain, but its value ranges from 0.07 to 0.08. However, the damping ratios of the lightweight soil obtained by Gao et al. [15] have a larger variation range from 0.05 to 0.20 when the strain increases from 1% to 10% (see Figure 11d). This is mainly due to the different test methods and the corresponding formation of tested lightweight samples, with lower cement content and higher volume occupancy of EPS beads. Although the difference of damping ratios are relatively small under different conditions in this study, there are still some characteristics that can be detected. For example, the sandy lightweight soil has lower damping ratio than the silty lightweight soil, and larger confining pressure and higher cement content obtain smaller damping ratios.

There are two kinds of damping in soils, one is the dissipation damping, and the other is the material damping. The former is caused by the diffusing of energy that is accumulated in the soil to the outside world in forms of surface wave and body wave, while the latter is generated from the friction between particles and the viscosity of pore water and air. However, this study is not focusing on the dynamic problem under the action of high frequency. The wave is not considered and the dissipation damping can be assumed to be zero, then the damping can be deduced to be a completely material damping. Actually, the bonding strength of the specimen is relatively strong due to the adopted cement contents, so there is little difference between the dislocation and slip of particles under the confining pressures and the strain levels in this study.

Although little differences in hydration products, pore water, and pore gas have been detected, there are still some other points worth analyzing. The larger the strain is, the greater the damage of the specimen is. The greater the dislocation and slip between particles are, the greater the friction between particles is, and the greater the material damping ratio would be. With increasing confining pressure, the specimen is compressed denser, and then the particles’ dislocation and slip are decreased with smaller friction, as well as the smaller damping ratio. The same situation is still applicable to the cement content. From the previous analyses, more cementing substances are produced in the sandy lightweight soil than in the silty clay lightweight soil for a certain curing time. Therefore, the interaction between grains of sandy lightweight soil is closer and the filling degree of the void is larger. Moreover, the dislocation, slip, and friction between grains are reduced, indicating that the discharge of pore water and pore gas in the lightweight soil is increased, and then a smaller material damping ratio is obtained.

4. Conclusions

The characteristics of deformation and damping of the sandy and silty clay EPS beads-mixed lightweight soil were investigated, regarding the axial accumulative strain, resilient modulus, and damping ratio under different confining pressures and cement contents. The main conclusions are as follows:

(1)

Within a certain range of confining pressure, cement content, and strain level, the ratio of axial cumulative strain to axial total strain, which is less affected by soil category and loading factor, remains at a constant value. A linear relationship between the two can be deduced and the formula for resilient modulus can be derived indirectly.

(2)

The springback deformation of EPS beads-mixed lightweight soil mainly comes from the springback deformation of the EPS particles. Due to the particularity of the lightweight soil, the confining pressure will cause certain damage to the cemented structure of the specimen, reducing the restriction on EPS particles but increasing the constraint on the specimen at the same time. However, the comprehensive effect depends on the strain level and the confining pressure.

(3)

The resilient modulus of the EPS beads-mixed lightweight soil decreases with the increasing axial total strain and increases with the increasing confining pressure and cement content. When the axial total strain exceeds 8%, the resilient modulus of the sandy lightweight soil is smaller than the silty clay lightweight soil. However, when the axial total strain is smaller than 8%, the opposite results can be observed.

(4)

The damping ratio of the EPS lightweight soil increases with the increasing axial total strain but decreases with the increasing confining pressure and cement content. Although the damping ratio of the sandy lightweight soil is smaller than that of the silty lightweight soil, the variation and difference are very small, and its value remains stable at around 0.07 to 0.08.