Research Article  Open Access
Jie Yin, Yong Tang, Yonghong Miao, Ruoyu Sheng, "An Experimental Investigation on Dynamic Characteristics of Soft Soils Treated by VibrationDrainage Method", Advances in Civil Engineering, vol. 2020, Article ID 8890562, 12 pages, 2020. https://doi.org/10.1155/2020/8890562
An Experimental Investigation on Dynamic Characteristics of Soft Soils Treated by VibrationDrainage Method
Abstract
This paper presents an experimental investigation on the dynamic characteristics of soft soils that are treated by vibrationdrainage method (VDM). The representative dynamic axial strain at a given number of cycles was obtained. The VDMtreated soft soil exhibited different dynamic deformation characteristics that are not only affected by the cyclic frequency but also influenced by the vibration frequency during the treatment process. Soil specimens at different cyclic frequencies show a similar variation trend that the axial strain systematically grows with increasing number of cycles. The rate of axial strain for all specimens systematically linearly decreases with the increase of number of cycles in the loglog scale. Results showed that both axial strain and strain rate exhibit relatively lower values at a given number of cycles under the condition that the applied cyclic frequency is equal to vibration frequency. It is expected that the soil structure will be more stable if the applied cyclic frequency is close to the vibration frequency that is applied on VDMtreated soil. Therefore, the vibration frequency close to the possible dynamic loading frequency is recommended in the process of soft soil improvement via VDM in the related engineering applications.
1. Introduction
It has been well documented that the naturally deposited soft soil usually exhibits poor engineering properties such as poor permeability, high compressibility, and low strength [1, 2]. Therefore, the infrastructures that are built upon soft soil foundations will result in some unfavorable problems if the soft soil is not treated well [3]. To solve these problems, some common methods dealing with soft soils have been developed such as replacement method, compaction grouting, deep soil mixing, vacuum preloading, micro or minipiles, dynamic compaction, and dynamicstatic drainage consolidation [4–17].
Among these methods, the dynamicstatic drainage consolidation is a newly developed soil improvement technique widely used in China, which combines the traditional dynamic compaction with the static consolidation method. The limitations of both individual methods can be overcome, where the dynamic compaction is inapplicable to soft clay and a long time is spent on the water drainage during the static consolidation process. It should be noted that the traditional dynamic compaction usually uses an impact load with hammer tamping that results in some unfavorable issues with soft soils such as excessive lateral deformation, extrusion failure, and rubber soil [18–21]. An improved method has been provided to address the above issues by applying a vibration load to replace the impact load [22, 23]. Additionally, a vertical drainage system was set to accelerate the water drainage under the vibration load, named as the vibrationdrainage method (VDM). This method was inspired by the principle of vibration oil recovery [24–26], which can accelerate solid and liquid separation. Previous works have shown that the VDMtreated soils exhibit favorable mechanical properties which can be used in various engineering applications such as highway engineering and costal engineering [27].
It should be noted that those treated soft soil foundations might still be subject to the effects of some dynamic loads such as highway traffic load, tidal waterlevel changes, and shore wave action. For further evaluating the dynamic characteristics of soft soils if treated by VDM, a series of laboratory tests were conducted on VDMtreated soft soil specimens considering the effect of the frequency applied on the soft soil specimens prepared in and after the VDM treatment process. Recommendations have been suggested in the geotechnical applications on soft soils treated by the vibrationdrainage method.
2. Materials and Methods
2.1. Materials
Soft soil samples used in this study were acquired from an engineering site in Lianyungang city of China. The in situ water content of the soil sample was 45.2% as per ASTM D2216 [28]. The plastic limit (PL) and liquid limit (LL) were 21 and 43 according to ASTM D4318 [29], respectively. The corresponding plasticity index (PI = LLPL) is 22. The specific gravity (G_{s}) of the soil sample was 2.68 measured following ASTM D854 [30]. According to the Unified Soil Classification System [31], the sample belongs to lean clay (CL).
2.2. Methods
A portable mechanical mixer was used to blend the soil sample obtained from the field by adding water with a target water content of approximately 64.5% (about 1.5 times the liquid limit). After blending, the slurrylike mixture was poured into a cylindrical specimen mold (inner diameter D = 61.8 mm and height H = 130 mm) to prepare the untreated soil specimen. Four geotextile filter strips (with length = 15 cm and width = 1.5 cm) were evenly distributed along the inner wall of the specimen mold as the vertical drainage system.
A vibration loading system (Figure 1) developed in the previous study [23] was used herein to prepare the VDMtreated soil specimen. Each untreated soil specimen was isotropically consolidated under 100 kPa for 24 h, reflecting the influence of surrounding pressure on the soil. Because of the low strength of the test soft soil, the direct application of large load or vibration load easily causes the failure of the test. A target vertical static load of 0.2 kN was applied incrementally three times onto the soil specimen (i.e., 0.067 kN for each load increment). A sinusoidal harmonic vibration loading was thereafter applied onto the soil specimen with different vibration frequencies (f_{v}) from 0 Hz to 5 Hz (i.e., 0 Hz, 1 Hz, 2 Hz, and 5 Hz). The total loading process lasted for 400 min for each specimen under drained condition. After the static and dynamic loading process, specimens were taken out of the chamber in Figure 1. Each specimen was then carefully trimmed to prepare the VDMtreated specimen with a cylindrical size of D = 39.1 mm and H = 80 mm. The VDMtreated specimens were used for the following undrained dynamic triaxial loading tests in the DSZ2 dynamic triaxial instrument, as shown in Figure 2.
Table 1 shows the detailed testing program for the untreated and VDMtreated soil specimens. For untreated soil specimens, the confining pressure () applied to the specimen is 100 kPa. The static load of 0.2 kN was applied incrementally onto the soil with three loading increments. A sinusoidal harmonic vibration load of 0.05 kN was thereafter applied onto the soil specimen with different frequencies as mentioned above (i.e., 0 Hz, 1 Hz, 2 Hz, and 5 Hz). For the VDMtreated soil specimen, the confining pressure (σ′_{3}) was set as 100 kPa and the dynamic stress of 40 kPa was applied with cyclic frequencies (f_{c}) of 1 Hz, 2 Hz, and 5 Hz, which are consistent with the vibration frequencies.

3. Results
3.1. Vibration Drainage Behavior of Untreated Soils
For untreated soil specimens, the vibration load was applied with various values of frequency from 0 Hz to 5 Hz. Figures 3 and 4 show the results obtained from vibration drainage tests. Figure 3 shows the variation of cumulative drainage volume with time for specimens under different vibration frequencies. It can be seen that the vibration frequency (f_{v}) has a significant effect on the cumulative drainage volume during the treatment process. Cumulative drainage volume increases significantly at a relatively earlier time for all specimens and tends to be stable when the time continues to increase. Results show that the specimen under vibration load exhibits higher drainage volume than that under static load at a given time. The possible reason is that cyclic shear stresses will result in the generation of excess pore pressures due to the low permeability of soft soils [32]. Besides, the specimen at f_{v} = 1 Hz shows the largest cumulative drainage volume compared with that at f_{v} = 2 and 5 Hz. This is because the applied vibration loads at f_{v} = 1 Hz are close to the soil’s natural frequency. The resonant effect will drive the soil specimen to oscillate with greater amplitude and enable more water to drain out from the soil specimen [23]. Figure 4 shows the total cumulative drainage volume with vibration frequency. It also shows the vibration frequencydependent characteristics, and a maximum value of the volume of 11.6 mL can be observed when f_{v} = 1 Hz.
Figures 5 and 6 show the results of axial strain obtained from vibration drainage tests. Figure 5 shows the variation of axial strain with time, and the trends are similar to that of cumulative drainage volume with time, as shown in Figure 3. It can be observed that the axial strain grows remarkably at a relatively shorter time and tends to be stable as the time continues to increase. The axial straintime curves for specimens under vibration load all lie above that for specimens under static load, which is consistent with the variation of cumulative drainage volume with time. Specifically, the specimen under 1 Hz shows the highest axial strain at a certain time, which is comparable with the largest cumulative drainage volume at f_{v} = 1 Hz, as shown in Figure 3. It is expected that under the same confining pressure, the larger the drainage volume is, the bigger the axial strain is. Figure 6 shows the variation of total final axial strain with vibration frequency, and it can be observed that the final axial strain shows the maximum value of 6.8% when f_{v} = 1 Hz.
3.2. Results of Dynamic Triaxial Test
To further investigate the dynamic characteristics of VDMtreated soils at different vibration frequencies (f_{v}), the dynamic triaxial tests under undrained conditions at different cyclic frequencies (f_{c}) of 1 Hz, 2 Hz, and 5 Hz were conducted on VDMtreated soil specimens. Following the testing program listed in Table 1, the axial strain as a function of the number of cycles can be obtained for VDMtreated specimens. For example, Figure 7 shows the two sets of raw data of ε_{a}N for VDMtreated soil specimens at f_{c} = 1 Hz and f_{v} = 0 and 1 Hz in dynamic triaxial tests. Since some parts of the row data overlapped, they can be simplified using some representative data points, as shown in Figure 8. The ε_{a}N curve in each cycle can be processed through the following equation to yield a value of :where is the axial strain at the N^{th} cycle and and are the maximum and minimum of axial strains at the cycles of N. By connecting the data point with respect to the value of and N, a simplified representative red line can be obtained as shown in Figure 8. Similar simplification methods have also been reported in the existing literature [3, 33, 34].
3.2.1. Effect of Cyclic Frequency
In order to evaluate the effect of cyclic frequency f_{c} on dynamic deformation behavior of VDMtreated soft soil, Figure 9 shows the variation of axial strain ε_{a} with the number of cycles N for soil specimens at various f_{c} (i.e., 1 Hz, 2 Hz, and 5 Hz) at a given f_{v}. Figure 9(a) shows the scenario of f_{v} = 0 as a reference reflecting the soil specimens treated by static load compared with f_{v} = 1 Hz, 2 Hz, and 5 Hz in Figures 9(b)–9(d), respectively.
(a)
(b)
(c)
(d)
It can be seen in Figure 9(a) that soil specimens under different f_{c} show a similar variation trend in terms of ε_{a} and N, i.e., ε_{a} increases with increasing N. The ε_{a}N curve at higher f_{c} lies below that at lower f_{c}, indicating that f_{c} has a significant effect on ε_{a} for specimens treated under static load (f_{v} = 0). This is because when the dynamic load (40 kPa in this study) is less than the “safe load” (under which the strain of soil specimen increases very slowly), the soil structure will be more stable under the higher frequency dynamic load [34–36].
Figures 9(b) to 9(d) show the results of ε_{a}N curves at various f_{c} for VDMtreated soil specimens at different vibration frequencies. A similar increasing trend of ε_{a} with N can be seen compared with the static load results in Figure 9(a). In general, ε_{a}N curve at higher f_{c} lies below that at lower f_{c} except for a case. The difference is that when f_{v} = f_{c}, the ε_{a}N curve is lying on the bottom indicating the soil structure is more stable. It means that the vibration frequency f_{v} during the VDMtreated process can affect the deformation behavior of VDMtreated soil at different f_{c}.
For further investigating the effect of f_{c} on axial strain rate , test data in Figure 9 were used to determine at a given number of cycles N for VDMtreated soil specimens at various f_{c} (i.e., 1 Hz, 2 Hz, and 5 Hz), and the results are shown in Figure 10. Figure 10(a) depicts the variation of with N for specimens treated under static load (f_{v} = 0). It can be seen that N curves for specimens treated at different f_{c} show a consistent linearly decreasing trend in the loglog scale. Moreover, the N curve of the specimen at higher f_{c} lies above that of the specimen at lower f_{c}. The reason is that the specimen at a higher f_{c} will take less time to reach the same cycles. It can be seen in Figure 11 that axial strain at a higher f_{c} takes less time to increase, resulting in a higher value of .
(a)
(b)
(c)
(d)
(a)
(b)
(c)
(d)
In contrast, Figures 10(b) to 10(d) show the axial strain rate as a function of the number of cycles N for specimens treated at the vibration loading frequency f_{v} = 1 Hz, 2 Hz, and 5 Hz, respectively. A similar variation trend of with N can be observed as linearly decreases with increasing N compared with the results in Figure 10(a). The same feature can also be observed in Figure 10(d) that, at a given f_{v}, the higher the f_{c}, the greater the value of at a certain N except for f_{c} = 5 Hz. It can be found that the N curve for the specimen at f_{c} = 5 Hz lies below the curve for the specimen at f_{c} = 2 Hz. According to Figure 11(d), the significantly lower axial strain at f_{c} = 5 Hz caused the phenomenon. This is possibly caused by the fact that the soil structure had undergone the vibration loading treatment at f_{v} = 5 Hz, so that the soil structure can maintain a relatively stable state under this frequency of vibration. When the dynamic cyclic loading frequency f_{c} is equal to f_{v}, the specimen would be more difficult to deform. Moreover, it can be found that the value of ε̇_{a} is different at the same N and f_{c} but different f_{v}. This indicates that the effect of f_{v} cannot be ignored, which will be further discussed in the next section.
In order to further evaluate the effect of f_{c} on the axial strain ε_{a} and axial strain rate ε̇_{a}, the values of ε_{a} and ε̇_{a} at N = 10,000 obtained from Figures (9) and (10) were replotted as a function of cyclic frequency f_{c} in Figures 12(a) and 12(b), respectively. It can be seen from Figure 12(a) that the value of ε_{a} at N = 10,000 almost decreases with the increase of f_{c} except for a little increase in ε_{a} from f_{c} = 1 to 2 Hz at f_{v} = 1 Hz and from f_{c} = 2 to 5 Hz at f_{v} = 2 Hz. Specifically, at a given f_{v}, a minimum value of ε_{a} can be found when the applied f_{c} is equal to f_{v} for specimens treated by vibration loading. In detail, a minimum value of ε_{a} = 0.48% when f_{c} = f_{v} = 1 Hz, a minimum value of ε_{a} = 0.37% when f_{c} = f_{v} = 2 Hz, and a minimum value of ε_{a} = 0.29% when f_{c} = f_{v} = 5 Hz were observed. These phenomena further indicated that the soil structure of VDMtreated soil specimens is more stable when f_{c} = f_{v}. Figure 12(b) depicts the variation of at N = 10,000 with f_{c} at different values of f_{v}. It can be seen that the value of at N = 10,000 significantly increases with increasing f_{c} for specimens at a given f_{v} except for a little increase in ε_{a} from f_{c} = 1 to 2 Hz at f_{v} = 2 Hz and from f_{c} = 2 to 5 Hz at f_{v} = 5 Hz. A similar phenomenon can be found in Figure 12(b) that a minimum value of at N = 10,000 is obtained at a given f_{c} when f_{c} = f_{v}. In detail, i.e., a minimum value of = 0.0029%/min at f_{c} = f_{v} = 1 Hz compared with f_{c} = 1 Hz and f_{v} = 0 Hz, 2 Hz, and 5 Hz, a minimum value of = 0.0044%/min at f_{c} = f_{v} = 2 Hz, and a minimum value of = 0.0086%/min at f_{c} = f_{v} = 5 Hz were observed. This also demonstrates that the soil structure for VDMtreated soil specimens is more stable when f_{c} = f_{v}.
(a)
(b)
3.2.2. Effect of Vibration Frequency
The above analysis indicated that VDMtreated soft soil exhibited different dynamic deformation characteristics not only affected by the cyclic frequency f_{c} but also influenced by the vibration frequency during the treatment process of VDM. For investigating the effect of f_{v} on dynamic deformation behavior of VDMtreated soft soil, Figure 13 depicts the variation of axial strain ε_{a} with the number of cycles N for soil specimens at various f_{v} (i.e., 1 Hz, 2 Hz, and 5 Hz) at a certain f_{c}. It can be observed in Figure 13 that ε_{a} consistently grows with the increase of N for specimens treated with different values of f_{v}. A significant increase in ε_{a} can be seen at a relatively lower magnitude of N (about 3000) and followed by a stable trend as N continues increasing. At a given N, the higher the value of f_{v} is, the higher the value of ε_{a} is, as shown in Figure 13(a). However, Figures 13(b) and 13(c) show different results. It can be found that the ε_{a}N curve at f_{v} = 2 Hz lies at the bottom in Figure 13(b) yet the ε_{a}N curve at f_{v} = 5 Hz lies at the bottom in Figure 13(c). The reason why the ε_{a}N curve at different values of f_{v} did not follow the same trend is mainly due to the differences in the applied f_{c}. A similar result is that the ε_{a}N curve always lies at the bottom when f_{v} = f_{c}. This result also demonstrates that the soil structure for VDMtreated soil specimens is more stable when f_{v} = f_{c}.
(a)
(b)
(c)
Figure 14 shows the variation of axial strain rate ε ̇_{a} with the number of cycles N at different values of f_{v} in the loglog scale. It can be found that ε̇_{a} for all specimens systematically linearly decreases with the increase of N. Specifically, the ε̇_{a}N curve for specimens with applied f_{v} equal to f_{c} lies at the bottom resulting from the same reason as mentioned above. Therefore, it is expected that the soil structure will be more stable if the applied cyclic frequency is close to the vibration frequency using VDM treatment.
(a)
(b)
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4. Conclusions
In this study, a series of laboratory tests were performed on VDMtreated soft soil specimens to investigate the dynamic characteristics of treated soils. Effects of the vibration frequency f_{v} applied in the treatment process and the cyclic frequency f_{c} applied on the treated soil specimens were evaluated, and the main conclusions are summarized below:(1)Vibration frequency (f_{v}) has a significant effect on the cumulative drainage volume during the treatment process. Cumulative drainage volume increases significantly at a relatively earlier time for all specimens and tends to be stable when the time continues to increase. The specimen at f_{v} = 1 Hz shows the largest cumulative drainage volume.(2)Soil specimens at different values of cyclic frequency (f_{c}) show a similar variation trend that the axial strain ε_{a} grows with increasing number of cycles. A significant increase in ε_{a} was seen at a relatively lower N of about 3000 followed by a stable trend as N continues to increase. The axial strain rate () for all specimens systematically linearly decreases with the increase of N in the loglog scale.(3)The influence of vibration frequency f_{v} cannot be ignored in the discussion of dynamic behavior of VDMtreated soil under cyclic load. At a given number of cycles N, both ε_{a} and show relatively lower values under the condition that the applied f_{c} is equal to f_{v}. It is expected that the soil structure will be less likely to settle and deform if the applied f_{c} is close to f_{v}.
Results from this study are based on Lianyungang soft soil from one source in China. However, a general trend is expected to be similar if specimens of soft soils from different sources are adopted. The VDMtreated soft soil exhibited different dynamic deformation characteristics not only affected by the cyclic frequency f_{c} but also influenced by the vibration frequency f_{v} during the treatment process. Results showed that soil structure will be more stable if the cyclic frequency of dynamic loads possibly applied to the foundation soil is equal to the vibration frequency used to treat the soft soil using the vibrationdrainage method (VDM). Therefore, the vibration frequency should be carefully selected during the treatment process considering the possible value of cyclic frequency of dynamic load that may be encountered during the operation period. Vibration frequency close to the possible dynamic loading frequency is recommended in the process of soft soil improvement via VDM in related engineering applications.
Data Availability
Data are available from the corresponding author upon request.
Disclosure
The opinions, findings, conclusions, or recommendations expressed herein are those of the authors and do not necessarily represent the views of the sponsors.
Conflicts of Interest
The authors declare that they have no conflicts of interest.
Acknowledgments
The authors gratefully acknowledge the financial support from the National Natural Science Foundation of China (Grant no. 51978315).
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