# Study on the Influence of Moisture Content and Drying-Wetting Cycles on the Shear Strength Index of Silt in the West Bank of Qinghai Lake

Authors: Lei Zhang; Jixiang Yan; Jiake Tan; Yi Liao
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

In this paper, the expressway engineering case along the west bank of Qinghai Lake is taken as the research background, and the typical “aquatic grassland” silt on the west bank of Qinghai Lake is taken as the research object. Through the geotechnical test, wet-dry cycle test, and direct shear test, the influence of moisture content and wet-dry cycle on the shear strength of silt and its indexes are studied. The results show that the shear strength indexc and φ of unmodified silt first increase and then decline with the increase of water content, and the optimal moisture content of the shear strength is about 30%. The values of c, φ, and shear strength of remolded silt decrease with the increase of wetting and drying cycles. When the cycles exceed 5 times, the moisture content does not have much effect on the shearing strength.


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## Body

## 1. Introduction

As an important facility to promote the development of regional economy, tourism, transportation, and other industries and people’s livelihood, the construction of the expressway is particularly important. In order to take into account the geographical location and the need for construction technology, many important expressways and railway projects are built on shaky foundation soil. Taking the expressway project around Qinghai Lake as an example, the subgrade of the highway must be built on the “water meadow” with low bearing capacity and high compressibility. However, the subgrade of expressway constructed on deep soft soil will have significant deformation problems, which will not only affect the stability of the foundation but also affect the safe passage of vehicles in severe cases.Domestic and foreign scholars have considered the influence of water content and dry-wet cycle on various rocks and soils. For example, Peng et al. [1], Raymond and Huang [2], Hua and Yin [3, 4], Zhou et al. [5], Li et al. [6], and Huang et al. [7] successively studied the influence of water content on cohesion C, internal friction angle, and strength of soil by different experimental means. Liu et al. [8], Tang et al. [9], Du et al. [10], Deng et al. [11–13], Liu et al. [14], Jiang et al. [15], and Wu et al. [16] studied Yunnan laterite and TGR Region (Three Gorges Reservoir Region) by various methods such as triaxial tests and direct shear tests. A large number of studies show that moisture content and drying-wetting cycles have great influence on the main mechanical indexes and strength of rock and soil, which will lead to the deterioration of mechanical indexes and the decrease of strength of rock and soil. Yao et al. [17], based on granite, studied the influence of stress on the soil water retention curve of unsaturated soil and the prediction of land subsidence. Zhang et al. [18–20] studied the resilient behavior of pavement subgrade under freeze-thaw cycles, cyclic load tests of saturated subgrade soil, and soil water characteristic curve of unsaturated clay embankment in southern China and put forward relevant theories.Based on numerous studies, this paper, taking the typical silt layer of “aquatic grassland” on the west bank of Qinghai Lake as the research object, analyzes, and studies the shear strength and indicators of the silt layer of “aquatic grassland” affected by the change of water content and the effects of wet and dry cycles through experimental methods.


## 2. Project Profile

In recent years, with the construction of China’s “the belt and road initiative,” the construction of various critical infrastructures in the western region has flourished.The average elevation of Qinghai Lake Basin is 3000 meters, which belongs to the subarid climate. The annual average temperature is about 1.5°C, annual sunshine hours are about 2,980 hours, the annual precipitation is about 400 mm, and the annual evaporation is about 1581.75 mm, forming a seasonal climate condition of drying-wetting cycles. Moreover, there is a large area of continuously developed aquatic grassland in the West Sea area of Qinghai Lake Basin, which is mainly composed of silt and silty clay, including loose-slightly dense breccia and humus. This aquatic grassland belongs to typical regional bad soft soil. The formation of aquatic grassland originated from the vicinity of Qinghai Lake, with the development of spring water on the hillside and poor surface drainage in some areas, leading to long-term water accumulation. Moreover, this complex environmental condition with abundant groundwater, the local accumulated water, and drying-wetting cycle climate will affect the geotechnical characteristics of aquatic plants in varying degrees. However, the author summarizes the existing research results and finds that there are relatively few research results on the typical bad soft soil in Qinghai Lake Basin, and the theoretical research on the influence of water content change and drying-wetting cycle on the “water meadow” is insufficient.Figure1 shows the location of the section requiring foundation reinforcement. The main surface water system along the reinforcement area of the project is Chahannuo River, which is a plateau river. The river flows generally from north to south, and the highest flood season is from mid-June to September every year. Moreover, the river is mainly supplied with a rainstorm and melting water for the snow-capped mountains, which hold the typical characteristics of the sudden rise and fall of rivers in upper mountainous areas. In addition, the reinforcement area of the project is situated in the triangle zone, lying low, which is conducive to the collection of surface water. Regional areas have accumulated water all the year-round, forming a large area of swamp, showing “water meadow.”Figure 1
Project reinforcement site.The bedrock soil of the “water meadow” in the project reinforcement area is predominantly silt, pebble soil, and weathered granodiorite, which have been flooded for a long time with abundant groundwater. The exposed thickness of the soft soil layer of surface turf is 1∼3 m. The silty soil layer is 3∼8 m thick and distributed in the lower part of the soft soil of turf. It is brownish gray, soft plastic, and wet-saturated, with high density, and the main components are clay and silt, and bedding characteristics are not obvious. The pebble layer is gray and bluish-gray, with a large density and wet-saturated state. Particle composition: 5% of particles larger than 20mm, 45 to 50% of particles between 2 and 20mm, and 35 to 45% of particles between 0.075 and 2mm. The rest is filled with powder clay. In addition, particles are round and subround, with a maximum diameter of 30 mm and a general diameter of 2–15 mm. They are mainly composed of sandstone and granite, with inferior grain gradation.


## 3. Study on the Influence of Water Content on the Shear Strength of Silt

### 3.1. Experiment Information

Combined with engineering investigation data, the influence of groundwater on the silt in the water meadow was studied by the geotechnical test and the direct shear test. According to the engineering survey data, the water content of the silt layer in the field is between 15% and 30% during the survey period, and the survey work is performed in the non-main flood season.The undisturbed soil was soaked in water on-site to simulate the change of soil moisture content after the “water meadow” rose in flood season, and the soil was not changed except by adding water. After soaking the soil to different states, use a ring knife to sample and make multiple groups of soil samples with distinct dry and wet degrees under the same conditions. Prepare at least 4 groups (3/group) of soil samples with the same dry and wet degrees, of which 2 groups measure the water content of soil samples by geotechnical test and 2 groups measure the shear strength index of soil samples by direct shear test. The test process is shown in Figures2 and 3.Figure 2
Preparation of soil sample.Figure 3
Direct shear test.


### 3.2. Test Data Analysis

The relationship between shear strength indexes and water content of soil samples in each group is plotted as shown in Figures4 and 5. When the principal stress σ is 100 kPa and 200 kPa, the relationship between shear strength and water content of the soil is plotted as shown in Figures 6 and 7.Figure 4
c-w curve.Figure 5
φ-w curve.Figure 6
τ-(w) curve (σ = 100 kPa).Figure 7
τ-(w) curve (σ = 200 kPa).Figure4 shows that the relationship curve between cohesion c and moisture w content of soil samples does not vary regularly. When the water content is in the range of 20%–45%, cohesion is divided into two parts by the water content. When the water content w ≤20%–45%, the cohesion increases linearly with the increase of water content, and the increase is large; when the water content w ≥20%–45%, cohesion decreases with the increase of water content, but the decrease is not significant. Hence, according to the above analysis rule, the discrete sample data are eliminated; when the water content is in the range of 20%–45%, the maximum value of cohesion c is about 26 kPa, and the corresponding optimal water content is about 32%–34%.Figure5 shows that the relationship between the internal friction angle φ and the water content of soil samples shows a trend of increasing or decreasing first. The relationship between the internal friction angle φ and water content has two peaks between 20% and 45%; the first is at w = 30%–31% and the second is in w = 37%–39%. However, when the water content w ≤30%–31%, the internal friction angle increases with the increase of water content, which is approximately linear. When 30% ≤ w ≤ 37%, with the increase of water content, the internal friction angle decreases at first and then increases slightly. When w ≥39%, the internal friction angle declines with the increase of water content. When 20% ≤ w ≤ 45%, the maximum value of the internal friction angle φ is about 27°; at the same time, the optimal moisture content is about 30%–31%.Figures6 and 7 show that when the principal stress is 100 kPa and 200 kPa, respectively, the relationship between the shear strength and water content of silt is basically consistent with the changing trend of the internal friction angle. The two peaks of the curve are at w = 30%–31% and w = 37%–39%, respectively. When the moisture content w ≤30%–31%, the shear strength of soil increases with the increase of water content. When 30% ≤ w ≤ 37%, with the increase of water content, the shear strength decreases at first and then increases slightly. When w ≥39%, the shear strength declines with the increase of water content. When 20% ≤ w ≤ 45%, the optimal moisture content is about 30%–31%.According to the above test data and analysis results, when the water meadow is strengthened, the shear strength indexes can be improved by monitoring the moisture content of the soil. When the moisture content is checked at about 30%, the silt soil can obtain relatively good shear strength. In addition, since the moisture content has a great influence on the shear strength index of silt soil, the deterioration of soil mechanical indexes should be considered in engineering design and calculation of the long-term deformation of the water meadow.


## 3.1. Experiment Information

Combined with engineering investigation data, the influence of groundwater on the silt in the water meadow was studied by the geotechnical test and the direct shear test. According to the engineering survey data, the water content of the silt layer in the field is between 15% and 30% during the survey period, and the survey work is performed in the non-main flood season.The undisturbed soil was soaked in water on-site to simulate the change of soil moisture content after the “water meadow” rose in flood season, and the soil was not changed except by adding water. After soaking the soil to different states, use a ring knife to sample and make multiple groups of soil samples with distinct dry and wet degrees under the same conditions. Prepare at least 4 groups (3/group) of soil samples with the same dry and wet degrees, of which 2 groups measure the water content of soil samples by geotechnical test and 2 groups measure the shear strength index of soil samples by direct shear test. The test process is shown in Figures2 and 3.Figure 2
Preparation of soil sample.Figure 3
Direct shear test.


## 3.2. Test Data Analysis

The relationship between shear strength indexes and water content of soil samples in each group is plotted as shown in Figures4 and 5. When the principal stress σ is 100 kPa and 200 kPa, the relationship between shear strength and water content of the soil is plotted as shown in Figures 6 and 7.Figure 4
c-w curve.Figure 5
φ-w curve.Figure 6
τ-(w) curve (σ = 100 kPa).Figure 7
τ-(w) curve (σ = 200 kPa).Figure4 shows that the relationship curve between cohesion c and moisture w content of soil samples does not vary regularly. When the water content is in the range of 20%–45%, cohesion is divided into two parts by the water content. When the water content w ≤20%–45%, the cohesion increases linearly with the increase of water content, and the increase is large; when the water content w ≥20%–45%, cohesion decreases with the increase of water content, but the decrease is not significant. Hence, according to the above analysis rule, the discrete sample data are eliminated; when the water content is in the range of 20%–45%, the maximum value of cohesion c is about 26 kPa, and the corresponding optimal water content is about 32%–34%.Figure5 shows that the relationship between the internal friction angle φ and the water content of soil samples shows a trend of increasing or decreasing first. The relationship between the internal friction angle φ and water content has two peaks between 20% and 45%; the first is at w = 30%–31% and the second is in w = 37%–39%. However, when the water content w ≤30%–31%, the internal friction angle increases with the increase of water content, which is approximately linear. When 30% ≤ w ≤ 37%, with the increase of water content, the internal friction angle decreases at first and then increases slightly. When w ≥39%, the internal friction angle declines with the increase of water content. When 20% ≤ w ≤ 45%, the maximum value of the internal friction angle φ is about 27°; at the same time, the optimal moisture content is about 30%–31%.Figures6 and 7 show that when the principal stress is 100 kPa and 200 kPa, respectively, the relationship between the shear strength and water content of silt is basically consistent with the changing trend of the internal friction angle. The two peaks of the curve are at w = 30%–31% and w = 37%–39%, respectively. When the moisture content w ≤30%–31%, the shear strength of soil increases with the increase of water content. When 30% ≤ w ≤ 37%, with the increase of water content, the shear strength decreases at first and then increases slightly. When w ≥39%, the shear strength declines with the increase of water content. When 20% ≤ w ≤ 45%, the optimal moisture content is about 30%–31%.According to the above test data and analysis results, when the water meadow is strengthened, the shear strength indexes can be improved by monitoring the moisture content of the soil. When the moisture content is checked at about 30%, the silt soil can obtain relatively good shear strength. In addition, since the moisture content has a great influence on the shear strength index of silt soil, the deterioration of soil mechanical indexes should be considered in engineering design and calculation of the long-term deformation of the water meadow.


## 4. Study on the Influence of Dry-Wet Cycle on the Shear Strength of Silt

### 4.1. Experiment Information

To simulate the drying-wetting cycle state of silt of aquatic grass soil caused by seasonal changes and ensure the uniformity of soil samples, the soil system was made into remolded soil. After mashing and grinding the soil, water was added, and then the remolding process was carried out after mixing evenly, as shown in Figures8 and 9. The remolded soil was processed by dry-wet cycles 1∼7 times, and dry soil and wet soil samples were made in each cycle, In addition, the moisture content of dry soil samples was controlled at 25%∼28% and wet soil samples was controlled at 44%∼46%, respectively. Then, the soil samples of 1, 2, 3, 5, and 7 times of dry-wet cycles were subjected to geotechnical tests and direct shear tests, and the test humidity of soil samples with the condition of not less than 2 groups (3 / group).Figure 8
Making granular remolded soil.Figure 9
Remodeling soil after adding water.


### 4.2. Test Data Analysis

Plot the soil shear strength indexes of each cycle number, as shown in Figures10 and 11.Figure 10
c-drying-wetting cycle curve.Figure 11
φ-drying-wetting cycle curve.Figure10 shows that c of silt layer in water meadow decreases with the increase of the number of drying-wetting cycles, and the decrease is greater in the first three cycles. However, after three cycles, the cohesive force remains basically unchanged. The cohesion of dry soil (water content in 25%–28%) in the initial state is much higher than that of wet soil (water content in 44%–46%), which is approximately 16 kPa and 8.5 kPa, respectively. The cohesion of dry soil in the first two cycles is greater than that of wet soil. After the third cycle, the cohesion of dry soil and wet soil was approximately 5.7 kPa and 5.0 kPa, respectively, which is relatively close. After the seventh cycle, the cohesion of dry soil and wet soil is approximately 4.0 kPa, and there is basically no difference in the cohesion of dry soil and wet soil.Figure11 shows that the internal friction angle φ of silt layer in water meadow decreases with the increase of the number of wet and dry cycles, and the internal friction angle value fluctuates slightly in the first two cycles, which decreases first and then increases. After two cycles, the internal friction angle decreases approximately linearly with the number of cycles. For the first three cycles, the internal friction angle of dry soil (water content between 25% and 28%) was larger than that of wet soil (water content between 44% and 46%), the internal friction angle of dry soil and wet soil at the initial stage was approximately 23° and 16.8°, respectively, and the maximum internal friction angle (the second cycles) of dry soil and wet-dry is about 24° and 20.7°, respectively. After five drying-wetting cycles, the internal friction angle of dry soil and wet soil is about 15.5° and 15°, respectively, which is close to each other. When the cycle reaches 7 times, the internal friction angle of dry soil and wet soil is about 11.2°, and there is almost no difference in cohesion between dry soil and wet soil.The principal stress is divided into 100kPa, 200kPa and 300kPa, and the change line diagram of shear strength of dry soil and wet soil under different cycle times and corresponding dry-wet cycle time is drawn, as shown in Figure12.Figure 12
τ-drying-wetting cycle curves.Figure12 shows that the shear strength of the silt layer of the water meadow under various principal stress states reaches the maximum value in the second cycle and then decreases gradually with the increase of the number of drying-wetting cycles. In the first three cycles, the shear strength of dry soil is always higher than that of wet soil. In addition, with the increase of principal stress, the shear strength of dry soil is greater than that of wet soil. In the initial state, when the principal stresses are 100 kPa, 200 kPa, and 300 kPa, respectively, the shear strength of dry soil is 1.1 times, 1.21 times, and 1.27 times that of wet soil. When the cycle reaches 3 times, the shear strength ratio of dry soil and wet soil is 1.17 times, 1.19 times, and 1.2 times. When the cycle reaches 5 times, the shear strength ratio of dry soil and wet soil is approximately the same, and there is no difference between dry soil and wet soil.According to the above analysis, the drying-wetting cycles have a significant influence on the shear strength and indexes of silty soil of water meadow and the drying-wetting cycles will cause the deterioration of the cohesion and internal friction angle of a silty soil. However, when the cycle is more than 5 times, the shear strength and indexes of dry and wet soil are approximately the same, and there is no difference between dry soil and wet soil. The experiment shows that in engineering practice, the method of reducing drainage for the first time can enhance the strength of the soil. However, after many times of “reducing drainage-hardening-water storage-infiltration,” the water content of the soil is still reduced, and the strength of soil is not significantly improved.


## 4.1. Experiment Information

To simulate the drying-wetting cycle state of silt of aquatic grass soil caused by seasonal changes and ensure the uniformity of soil samples, the soil system was made into remolded soil. After mashing and grinding the soil, water was added, and then the remolding process was carried out after mixing evenly, as shown in Figures8 and 9. The remolded soil was processed by dry-wet cycles 1∼7 times, and dry soil and wet soil samples were made in each cycle, In addition, the moisture content of dry soil samples was controlled at 25%∼28% and wet soil samples was controlled at 44%∼46%, respectively. Then, the soil samples of 1, 2, 3, 5, and 7 times of dry-wet cycles were subjected to geotechnical tests and direct shear tests, and the test humidity of soil samples with the condition of not less than 2 groups (3 / group).Figure 8
Making granular remolded soil.Figure 9
Remodeling soil after adding water.


## 4.2. Test Data Analysis

Plot the soil shear strength indexes of each cycle number, as shown in Figures10 and 11.Figure 10
c-drying-wetting cycle curve.Figure 11
φ-drying-wetting cycle curve.Figure10 shows that c of silt layer in water meadow decreases with the increase of the number of drying-wetting cycles, and the decrease is greater in the first three cycles. However, after three cycles, the cohesive force remains basically unchanged. The cohesion of dry soil (water content in 25%–28%) in the initial state is much higher than that of wet soil (water content in 44%–46%), which is approximately 16 kPa and 8.5 kPa, respectively. The cohesion of dry soil in the first two cycles is greater than that of wet soil. After the third cycle, the cohesion of dry soil and wet soil was approximately 5.7 kPa and 5.0 kPa, respectively, which is relatively close. After the seventh cycle, the cohesion of dry soil and wet soil is approximately 4.0 kPa, and there is basically no difference in the cohesion of dry soil and wet soil.Figure11 shows that the internal friction angle φ of silt layer in water meadow decreases with the increase of the number of wet and dry cycles, and the internal friction angle value fluctuates slightly in the first two cycles, which decreases first and then increases. After two cycles, the internal friction angle decreases approximately linearly with the number of cycles. For the first three cycles, the internal friction angle of dry soil (water content between 25% and 28%) was larger than that of wet soil (water content between 44% and 46%), the internal friction angle of dry soil and wet soil at the initial stage was approximately 23° and 16.8°, respectively, and the maximum internal friction angle (the second cycles) of dry soil and wet-dry is about 24° and 20.7°, respectively. After five drying-wetting cycles, the internal friction angle of dry soil and wet soil is about 15.5° and 15°, respectively, which is close to each other. When the cycle reaches 7 times, the internal friction angle of dry soil and wet soil is about 11.2°, and there is almost no difference in cohesion between dry soil and wet soil.The principal stress is divided into 100kPa, 200kPa and 300kPa, and the change line diagram of shear strength of dry soil and wet soil under different cycle times and corresponding dry-wet cycle time is drawn, as shown in Figure12.Figure 12
τ-drying-wetting cycle curves.Figure12 shows that the shear strength of the silt layer of the water meadow under various principal stress states reaches the maximum value in the second cycle and then decreases gradually with the increase of the number of drying-wetting cycles. In the first three cycles, the shear strength of dry soil is always higher than that of wet soil. In addition, with the increase of principal stress, the shear strength of dry soil is greater than that of wet soil. In the initial state, when the principal stresses are 100 kPa, 200 kPa, and 300 kPa, respectively, the shear strength of dry soil is 1.1 times, 1.21 times, and 1.27 times that of wet soil. When the cycle reaches 3 times, the shear strength ratio of dry soil and wet soil is 1.17 times, 1.19 times, and 1.2 times. When the cycle reaches 5 times, the shear strength ratio of dry soil and wet soil is approximately the same, and there is no difference between dry soil and wet soil.According to the above analysis, the drying-wetting cycles have a significant influence on the shear strength and indexes of silty soil of water meadow and the drying-wetting cycles will cause the deterioration of the cohesion and internal friction angle of a silty soil. However, when the cycle is more than 5 times, the shear strength and indexes of dry and wet soil are approximately the same, and there is no difference between dry soil and wet soil. The experiment shows that in engineering practice, the method of reducing drainage for the first time can enhance the strength of the soil. However, after many times of “reducing drainage-hardening-water storage-infiltration,” the water content of the soil is still reduced, and the strength of soil is not significantly improved.


## 5. Conclusion

The present study investigated the influence of moisture content and drying-wetting cycles on the shear strength indexes of the silt in the west bank of Qinghai Lake, and the key findings of this study can be synthesized as follows:(1)
By measuring the shear strength index of silt samples with different water contents, it is found that when the water content of silt isw ≤32%–34%, the soil cohesion increases with the increase of water content. Meanwhile, when w ≥32%–34%, the cohesion decreases with the increase of water content. Moreover, the relationship between internal friction angle and water content of silt increases firstly and then decreases. However, when w ≤32%–34%, the internal friction angle increases with the increase of water content. However, when 32% ≤ w ≤ 34%, the internal friction angle decreases first and then increases slightly with the increase of water content. However, when w ≥39%, the internal friction angle declines with the increase of water content. However, when the moisture content is located in the range of 20%–45%, the optimal moisture content corresponding to the cohesion is about 32%–34%. In addition, the optimal moisture content corresponding to the internal friction angle and the shear strength is about 30%–31%.(2)
Through the drying-wetting cycle processing and direct shear test of silt remolded soil, the test results show that the drying-wetting cycles have a great influence on the shear strength and indexes of silt soil of water meadow, and the cohesion, internal friction angle, and shear strength of silt will gradually decrease or tend to be stable with the increase of the number of drying-wetting cycles. However, in the first three cycles, the shear strength index of dry soil is larger than that of wet soil. In addition, when the cycle is more than 5 times, the soil moisture content has no effect on the shear strength index, and the indexes of dry and wet soil are approximately the same.(3)
When the aquatic grass land is in the state of long-term water accumulation, the shear strength of the silty soil layer of the water meadow can be improved by monitoring the moisture content of the soil. Moreover, the moisture content of the soil can be controlled at about 30%, and the silty soil layer can obtain relatively good shear strength. However, when calculating the long-term strength and deformation of soil, it is necessary to consider the influence of water content change in the deterioration of shear strength indexes.(4)
When the water meadow is in the state of drying-wetting circulation for a long time, reducing the soil water content by lowering the drainage method may not play a role in improving the shear strength of the soil or the effect is not obvious.



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*Source: 8675013-2021-10-14.xml*