# Study on Prediction Method for Postconstruction Settlement of Loess Fill Foundation in Northern Shaanxi, China

Authors: Kui Liu; Kangze Yuan; Boyi Shi
Journal: Advances in Civil Engineering
 (2020)

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## Abstract

In order to solve the problem of shortage of construction land in the loess hilly and gully area of northern Shaanxi, the local people usually adopted the method of excavating and filling. The postconstruction settlement was an important index to evaluate the stability of the loess fill foundation. Through laboratory test analysis, the stress-strain and the strain-time relationship of compacted loess were obtained. It showed that the stress-strain curves varied as power functions, and the relationship between strain and time was hyperbolic. Based on the layerwise summation method, a creep equation to predict the postconstruction settlement of loess fill foundation was established. The field monitoring data show that the fitting effect is better. Using this equation, the postconstruction settlement of loess fill foundation with different compaction coefficients and thickness was predicted. Finally, the stability evaluation criteria of loess fill foundation with various thickness and compaction coefficient were proposed. This method provided a new idea to solve the problem of postconstruction settlement of loess fill foundation.


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## Body

## 1. Introduction

Loess is widely distributed throughout the world, including Asia, southern Europe and Africa, central and northern Russia, northern France, and American Midwest [1–4]. Among these areas, China is the country with the largest loess area in the world. The loess area is about 6.4 × 105 km2, accounting for about 10% of the total area of the world loess [5, 6]. The Loess Plateau is the most representative area because the loess is stratigraphically complete, continuously distributed, and has the greatest thickness [7]. With the development of the local economy and the increase of related engineering activities, the frequency of occurrence of geological disasters in the region has increased rapidly. Common geological disasters include loess caves, ground fissures, ground settlement, geological dilapidation, and loess landslides, among which the ground settlement is the most common and destructive [8–11]. The loess hilly and gully region of Yan’an City in northern Shaanxi is restricted by special topographic and geomorphological conditions, and towns are distributed along gully slopes [12]. It is very prominent for the contradiction between urban development and the shortage of construction land. In order to solve the problem, most local people use the method of digging high and filling low to construct land artificially. There are a large number of fill foundations in the major gullies of Yan’an City. The special physical and mechanical properties of loess fill determine its poor engineering performance. In particular, in 2013, Yan’an City suffered from the longest and strongest continuous heavy rainfall since the meteorological records in 1945. It is a once-in-a-century event. The monthly accumulated rainfall was 581 mm, and the maximum daily rainfall was 143.7 mm [13, 14], which resulted in a large number of disasters for fill foundation buildings in the urban ditches of Yan’an City. The main reason is that the uneven settlement of the loess fill foundation causes the cracking and deformation of the superstructure. Therefore, it is necessary to carry out the prediction research on the settlement of loess fill foundation, to provide the basis for the quality control of loess fill and the treatment of building disasters.The current research on loess fill foundation mainly focuses on the detection of foundation stability. Yang et al., 2013, found that the construction process, construction method, and the influence of the filled soil type on the roadbed settlement, to adjust the construction method and subside regularity can be summarized [15]. Mei et al., 2012, studied that the deep collapsible loess foundation can be effectively reinforced by dynamic compaction, that the stability of foundation is good, and that the loess collapse in the reinforced range is eliminated basically [16]. Postconstruction settlement of fill foundation is mainly composed of two parts: one is a minimal amount of consolidation settlement and the other is creep settlement. After consolidation settlement is completed, the volume of soil decreases under the long-term action of constant load and the creep settlement develops very slowly and lasts for a long time. It is the main component of postconstruction settlement and has a great impact on buildings. At present, there are mainly the following aspects for the calculation of foundation deformation: one is the layered summation method specified in Basic Design Criterion of Architecture Base [17], which is used to calculate the settlement in the compressed layer caused by the additional stress of the foundation. The calculation model used in this method is quite different from the actual one. At the same time, it is difficult to obtain the actual geotechnical parameters, which makes the calculation error of this method larger. Many scholars have put forward many improved methods on this basis. Jiao et al., 1982, proposed the string modulus method based on the P-S curve of the in situ test [18]. Chun et al., 2018, considered the modified Cam–Clay and Mohr–Coulomb models, and the compressive modulus was derived by considering the plastic deformations under the condition of K0 [19].The other is the numerical calculation method, including the finite element method and the finite difference method. Yang et al., 2012, used the transfer matrix method to calculate and analyze the settlement law of foundation and found that increasing the width of foundation and deformation modulus of foundation can improve the antioverturning performance of foundation while decreasing the width of foundation and increasing the deformation modulus of foundation can reduce the settlement of the foundation [20]. The theory of this method is relatively perfect because various states, such as elastic-plastic, can be considered. However, it is still challenging to obtain the soil constitutive model. Its calculation parameters are also derived from the laboratory test, which is quite different from the actual data. At the same time, due to the extensive implementation of engineering monitoring and the accumulation of monitoring data, people also began to predict the foundation settlement based on the measured data [13, 21, 22]. The main methods are curve fitting, grey theory, artificial neural network, and genetic algorithm, which are pure mathematical methods and have high requirements on the measured data [23].Aiming at the shortcomings of the traditional methods, a new method for calculating postconstruction settlement of loess fill foundation is proposed in this paper. According to the characteristics of the loess fill foundation, the remoulded loess samples which are similar to the water content and dry density of field fill are studied in the laboratory. Through indoor compaction test and high-pressure consolidation test, the postconstruction settlement of loess fill foundation is calculated by using the principle of the comprehensive layered method. This method overcomes the influence of the traditional sampling disturbance, and the calculation effect is better through the field monitoring data verification.


## 2. Material and Methods

### 2.1. Properties of Loess

The tested material is loess taken from the filling material of a community in Yan’an City, China. Figure1 shows the major distribution map of the Loess Plateau in China and the sampling location. Meanwhile, the tested material is mainly a mixture of Q3 and Q2 loess. Among them, the Q3 loess of the late Pleistocene is the product of 100,000 to 5,000 years ago and is called Malan loess. The Q2 loess of the Middle Pleistocene is the product of about 700,000 to 100,000 years ago and is called Lishi loess. Meanwhile, the paleosoil and calcareous nodule in Q2 loess are removed. The particle size composition of the loess is tested by Bettersize 2000 laser particle size distributor (measurement range of 0.02–2000 μm and a relative error of <1%), in which the clay content accounts for about 10%, the silt content accounts for about 77%, and the sand content accounts for about 13%. Some basic geotechnical properties are summarized in Table 1.Figure 1
Major occurrence of Loess Plateau in Shaanxi and sampling location at the excavation site.Table 1
Some basic geotechnical properties of the tested material.
SampleIn situ density (g/cm3)Natural moisture content (%)Specific gravityPlastic limit (ωP/%)Liquid limit (ωL/%)Plasticity index (Ip)Value1.6514.212.7217.125.68.5The loess was air-dried, pulverized by a wooden mallet, and then its mineral component was tested by using the X-ray diffraction method (Bruker D8 Advance using graphite monochromatic copper radiation (Cu Ka) at 40 kV, 30 mA over the 2θ range 10°–80°), as shown in Table 2. The primary minerals of the loess are mainly quartz, feldspar, and calcite, and the clay mineral is illite.Table 2
Mineral component of the tested material.
Mineral componentPercentageQuartz50.2Feldspar13.1Calcite11.4Dolomite5.3Illite14.5Chlorite5.5The compaction test was conducted according to the Unified Soil Classification System (USCS; ASTM 2011) [24]. The compacting curve (Figure 2) shows that the optimum water content of the tested soil is 14.0%, and the corresponding maximum dry density is 1.86 g/cm3.Figure 2
Compaction curve of loess samples.


### 2.2. Prediction Method Establishment

The establishment of this method is to fit the strain-time relationship of compacted loess with different moisture content and dry density under different pressures. It is found that the time/strain and time of Yan’an City compacted loess under different pressures are linearly correlated. After transformation, it can be concluded that the relationship between strain and time is hyperbolic. Combined with the study on compacted loess under confined conditions by Chen et al., 2010 [25], it is found that the relationship between vertical compressive stress and vertical compressive strain conforms to the form of a power function. The empirical creep equation of the compact loess can be obtained. Therefore, the settlement of the loess fill with thickness H under the load p is predicted, and the postconstruction settlement of the fill foundation is obtained.


## 2.1. Properties of Loess

The tested material is loess taken from the filling material of a community in Yan’an City, China. Figure1 shows the major distribution map of the Loess Plateau in China and the sampling location. Meanwhile, the tested material is mainly a mixture of Q3 and Q2 loess. Among them, the Q3 loess of the late Pleistocene is the product of 100,000 to 5,000 years ago and is called Malan loess. The Q2 loess of the Middle Pleistocene is the product of about 700,000 to 100,000 years ago and is called Lishi loess. Meanwhile, the paleosoil and calcareous nodule in Q2 loess are removed. The particle size composition of the loess is tested by Bettersize 2000 laser particle size distributor (measurement range of 0.02–2000 μm and a relative error of <1%), in which the clay content accounts for about 10%, the silt content accounts for about 77%, and the sand content accounts for about 13%. Some basic geotechnical properties are summarized in Table 1.Figure 1
Major occurrence of Loess Plateau in Shaanxi and sampling location at the excavation site.Table 1
Some basic geotechnical properties of the tested material.
SampleIn situ density (g/cm3)Natural moisture content (%)Specific gravityPlastic limit (ωP/%)Liquid limit (ωL/%)Plasticity index (Ip)Value1.6514.212.7217.125.68.5The loess was air-dried, pulverized by a wooden mallet, and then its mineral component was tested by using the X-ray diffraction method (Bruker D8 Advance using graphite monochromatic copper radiation (Cu Ka) at 40 kV, 30 mA over the 2θ range 10°–80°), as shown in Table 2. The primary minerals of the loess are mainly quartz, feldspar, and calcite, and the clay mineral is illite.Table 2
Mineral component of the tested material.
Mineral componentPercentageQuartz50.2Feldspar13.1Calcite11.4Dolomite5.3Illite14.5Chlorite5.5The compaction test was conducted according to the Unified Soil Classification System (USCS; ASTM 2011) [24]. The compacting curve (Figure 2) shows that the optimum water content of the tested soil is 14.0%, and the corresponding maximum dry density is 1.86 g/cm3.Figure 2
Compaction curve of loess samples.


## 2.2. Prediction Method Establishment

The establishment of this method is to fit the strain-time relationship of compacted loess with different moisture content and dry density under different pressures. It is found that the time/strain and time of Yan’an City compacted loess under different pressures are linearly correlated. After transformation, it can be concluded that the relationship between strain and time is hyperbolic. Combined with the study on compacted loess under confined conditions by Chen et al., 2010 [25], it is found that the relationship between vertical compressive stress and vertical compressive strain conforms to the form of a power function. The empirical creep equation of the compact loess can be obtained. Therefore, the settlement of the loess fill with thickness H under the load p is predicted, and the postconstruction settlement of the fill foundation is obtained.


## 3. Results and Discussion

### 3.1. Stress-Strain Relationship of Compacted Loess

The consolidation test of lateral limit drainage is carried out by making compacted loess samples with different dry density and water content. According to the optimal water content, four categories of water content are set, which are 6%, 10%, 14%, and 18%, respectively. According to the maximum dry density of the field filling foundation loess, five categories of dry density are set, which are 1.55 g/cm3, 1.60 g/cm3, 1.65 g/cm3, 1.70 g/cm3, and 1.75 g/cm3, respectively (corresponding compaction coefficients are 0.83, 0.86, 0.89, 0.91, and 0.94). The lateral limit drainage consolidation tests for samples with different water content and dry density are carried out by high-pressure consolidation, and the pressure setting is shown in Figure 3. The pressure loading time of each stage is 6 s, 15 s, 1 min, 2.25 min, 4 min, 6.25 min, 9 min, 12.25 min, 16 min, 20.25 min, 25 min, 30.25 min, 36 min, 42.25 min, 49 min, 64 min, 100 min, 200 min, 400 min, 23 h, and 24 h, and the dial indicator value is recorded.Figure 3
Pressure setting for high-pressure consolidation test.At the beginning of loading, due to the insufficient contact or no contact between the loess sample and the instrument, the strain value under the first level load (25 kPa) is much larger than the actual value. Therefore, in order to reduce the error, this paper takes 25 kPa load as the preload when dealing with the high-pressure consolidation test results, which is not included in the strain analysis. The relationship curves of pressure and lateral limit strain with different dry density and water content are obtained, respectively, as shown in Figure4, The curve of lateral limit strain changing with time under each level of load is obtained, and some test curves are shown in Figure 5.Figure 4
Stress-strain curves of compacted loess with different water content. (a) Water content is 6%. (b) Water content is 10%. (c) Water content is 14%. (d) Water content is 18%.
(a)(b)(c)(d)Figure 5
Stress-time curves of compacted loess with water content 6%.It can be seen from Figure4 that the variation of stress-strain curves of compacted loess can be divided into three stages depending on the increase of loading. In the first stage, when the pressure is between 0 kPa and 400 kPa, the stress-strain curve of the compacted loess increases rapidly and linearly. In the second stage, when the pressure is between 400 kPa and 1600 kPa, the growth rate of the stress-strain relation curve of the compacted loess decreases gradually. In the last stage, when the pressure exceeds 1600 kPa, the growth rate of the stress-strain relation curve basically remains unchanged. With the increase of water content, the vertical strain of compacted loess samples with the same density showed an upward trend. Under the same water content, the lateral strain of compacted loess gradually decreases with the increase of dry density. When the moisture content is 6%, the stress-strain curves of the compacted loess with a dry density of 1.65 g/cm3, 1.70 g/cm3, and 1.75 g/cm3 are similar, and the dry density has little influence on the lateral strain.Figure5 shows the strain-time curve under different pressures at a moisture content of 6% and a dry density of 1.55 g/cm3. The strain increases with the increase of pressure, and the strain-time curve under different pressures increases rapidly with the increase of time and then tends to stabilize. When the deformation does not increase in a certain period of time, it is considered to be stable. Since the strain-time curves corresponding to other water content and dry density at different pressures are basically consistent with the curve trend in Figure 5, they will not be shown here.


### 3.2. Empirical Creep Equation of Compacted Loess

Creep refers to the process that the deformation of material increases with time under the action of constant load, and it is the main part of the settlement of postconstruction fill foundation. In order to evaluate the stability of loess fill foundation, it is necessary to determine the settlement amount and postconstruction settlement rate. The strain-time relationship and stress-strain relationship of the compacted loess under different pressures are analyzed, respectively, and the empirical creep equation of compacted loess is obtained by the fitting.By analyzing and fitting the strain-time relationship of the test data, it is found that there is a linear correlation betweent/ε and t of compacted loess under different pressures, as shown in Figure 6 (the test data in the figure shows that the water content is 14%, the dry density is 1.65 g/cm3, and the load is 3200 kPa). The larger the load, the better the correlation, so there is(1)tε=ct+d.Figure 6
Curves betweent/ε and t.After the exchange, we get(2)ε=tct+d.That is to say, the relationship between strain and time of compacted loess can be described in hyperbolic form, wherec and d are parameters, t is the time of this process (h), and ε is the strain of this process (%).In terms of the stress-strain relationship of soil, the stress-strain relationship of soil under the lateral limit was more hyperbolic [26]. Chen et al., 2010, believed that, under the lateral limit condition, the relationship between vertical compressive stress and vertical compressive strain conformed to the form of the power function [25]. Through the analysis and fitting of the stress-strain relationship of the test data, it is found that the stress-strain relationship of the compacted loess is more consistent with the form of the power function, as shown in Figure 7 the test data in the figure shows that the water content is 14%, the dry density is 1.65 g/cm3, and the load is 3200 kPa, namely,(3)ε=kpn,where k and n are parameters, p is the pressure of this process (kPa), and ε is the strain of this process (%).Figure 7
Curves betweenε and p.According to equation (3), the stress-strain relationship of compacted loess samples in the same state is fitted, and it is found that there is the following relationship between parameters k, n, and t (t>0); namely,(4)k=αtβ,(5)n=tet+f,where α, β, e, and f are parameters and t is the time of this process (h).Based on the above analysis, the relationship between stress and strain of the compacted loess is expressed by a power function, and the relationship between strain and time is expressed by a hyperbola. Combined with equations (2)–(5), the empirical creep equation of the compact loess can be obtained as follows:(6)ε=αtβpt/et+f,where α, β, e, and f are parameters, p is stress (kPa), t is the time of this process (h), and ε is the strain of this process (%).Equation (6) is used to derive the time:(7)∂ε∂t=αt1−βpt/et+fβ+ftlnpet+f2.According to the strain-time curve,∂ε/∂t>0. When t⟶∞, ∂ε/∂t|t⟶∞=0, indicating that, as time goes on, the strain rate decreases and gradually approaches 0; that is, the strain value of loess tends to a certain value after a long action time.For the settlement of homogeneous loess fill with thicknessH under the action of load p, considering the creep characteristics of compacted loess, the following equation can be used:(8)S=εH=αtβpt/et+fH,where α, β, e, and f are parameters, p is stress (kPa), t is the time of this process (h), ε is the strain of this process (%), H is the thickness of loess fill foundation (m), and S is the amount of foundation settlement (cm).According to the above equation and the layer-summation method, the settlement of loess foundation with thicknessH under the action of dead-weight can be calculated. The calculation equation of settlement is as follows:(9)S=∫0Hεdz=∫0Hαtβpt/et+fdz.Assuming that the filling foundation soil is even, a load of a certain soil layer in the fill foundation on the dead-weight of the upper soil layer is(10)p=rz,where r is the weight of loess (kN/m3) and z is the depth of the test (m).Equation (9) can be expressed as(11)S=∫0rH1rαtβpt/et+fdp=αtβet+fre+1t+frHt/et+f+1.In this equation, the settlement of the foundation is only related to the time and the state of the loess. The state of the loess mainly includes two indexes: the water content and compaction coefficients. In the equation, the parametersα, β, e, f, and r of the loess are mainly reflected. The postconstruction settlement of the fill foundation can be obtained by determining the relevant parameters in the formula through the test.


### 3.3. Verification of Empirical Equations

Based on the monitoring data of field projects, the applicability of the above equation (11) is verified. The compaction coefficient of one loess fill foundation in Yan’an City is 0.87–0.93, and the dry density of loess samples corresponding to the laboratory test is 1.65–1.75 g/cm3. Therefore, JC01 and JC02 monitoring data in the project are, respectively, used to verify the empirical equation. These two monitoring data points are located in Baota District, Yan’an City. According to the results of the high-pressure consolidation test, the parameters α, β, e, f and the corresponding soil gravity r of the compacted loess sample are calculated, respectively. At this time, when the water content is 14%, the dry density is 1.60 g/cm3, 1.65 g/cm3, 1.70 g/cm3, and 1.75 g/cm3, respectively; and when the water content is 18%, the dry density is 1.65 g/cm3. The calculation results are listed in Table 3. Next, the settlement monitoring data of each hole is compared with the empirical creep equation.Table 3
Testing parameters.
Water contentDry densityParameterαβefr (kN/m3)14%1.600.05270.04551.5249−0.017418.241.650.06390.032411.6203−0.016018.811.700.04980.029341.6274−0.014919.381.750.04940.028651.7379−0.018819.9518%1.650.08050.047951.7261−0.032819.47


#### 3.3.1. JC01 Monitoring Point

According to the water content test data of JC01 monitoring point, the average water content of the hole is about 14%, and the compactness is 0.93, so the empirical equation can be calculated by using the parameter with the water content of 14% and dry density of 1.73 g/cm3 (the parameters in Table 1 are obtained by interpolation), and the calculation results are compared with the settlement monitoring data, as shown in Figure 8.Figure 8
Postconstruction settlement contrast curves between the empirical equation and monitoring points JC01.By comparing the monitored postconstruction settlement and the calculated value of the empirical equation, it can be found that the changing trend of the two is consistent. The settlement value calculated by the empirical formula is larger than the monitoring data most of the time, so the overall prediction effect is good.


#### 3.3.2. JC02 Monitoring Point

According to the data of JC02 monitoring point, the empirical equation is calculated by using the parameter with the water content of 18% and dry density of 1.65 g/cm3, and the calculation results are compared with the settlement monitoring data, which is shown in Figure 9. The verification of JC02 monitoring point has large variations between empirical and monitoring data mainly due to the uncontrollability of field experiments. The area of loess fill foundation is large; there will be some contingency and error in the process of detection. However, it has no influence on the accuracy prediction model. Although there is a certain sudden change in the middle part of JC02 monitoring point, after the settlement of the local foundation stabilizes, its predicted value is still close to field monitoring data, so it has not influenced the accuracy on the prediction model.Figure 9
Postconstruction settlement contrast curves between the empirical equation and monitoring point JC02.By comparing the monitoring data and the empirical equation, it can be found that the changing trend of the two is consistent. The settlement value calculated by the empirical equation is slightly smaller than the monitoring data, and the overall prediction effect is good, so it can be used as a method of postconstruction settlement prediction.


### 3.4. Prediction of Postconstruction Settlement

According to the comparison and analysis between the above empirical equation and the monitoring data, the empirical equation is shown in equation (11) and the field monitoring data can be used better to predict the postconstruction settlement of the loess fill foundation.Because the compaction coefficient of Yan’an City loess fill foundation is generally in the range of 0.87–0.93, the empirical equation parameters of different compaction coefficients are different. Therefore, according to the empirical equations obtained from indoor tests, the settlement prediction and analysis of the postconstruction filled foundation are carried out. At this time, the water content is 14%, and the compaction coefficient is 0.87, 0.90, 0.93, and 0.95, respectively. Each compaction factor corresponds to three types of fill thickness of 10 m, 20 m, and 30 m, respectively.The empirical equation with different compaction coefficients has different parameter values. When the compaction coefficient of the filling foundation is 0.87, the parameters with water content of 14% and dry density of 1.62 g/cm3 can be adopted. When the compaction coefficient is 0.90, the parameters with water content of 14% and dry density of 1.67 g/cm3 can be adopted. When the compaction coefficient is 0.93, the water content is 14% and the dry density is 1.73 g/cm3. When the compaction coefficient is 0.95, the water content is 14% and the dry density is 1.75 g/cm3. The parameter values corresponding to different compaction coefficients are listed in Table 4.Table 4
Empirical equation parameters of different compaction coefficients.
Compaction coefficientParameterαβefr (kN/m3)0.870.05830.03901.573−0.016718.470.900.05680.03091.624−0.015519.040.930.04960.02901.682−0.016919.720.950.04940.02871.738−0.018819.95Taking the parameters from the above table into equation (11), the settlement prediction formula and settlement prediction curve of fill foundation with different compaction coefficients can be obtained as follows.Compaction coefficient of 0.87:(12)St=3.155×10−3t0.038971.5725t−0.01672.5725t−0.016718.468H2.5725t−0.0167/1.5725t−0.0167.Compaction coefficient of 0.90:(13)St=2.985×10−3t0.030881.6238t−0.015452.6238t−0.0154519.038H2.6238t−0.01545/1.6238t−0.01545.Compaction coefficient of 0.93:(14)St=2.337×10−3t0.0291.6822t−0.016882.6822t−0.0168819.722H2.6822t−0.01688/1.6822t−0.01688.Compaction coefficient of 0.95:(15)St=2.478×10−3t0.028651.7379t−0.018832.7379t−0.0188319.95H2.7379t−0.01883/1.7379t−0.01883,where S is the amount of foundation settlement (cm), t is the time of this process (h), and H is the thickness of loess fill foundation (m).The above formulas are used to analyze the change of postconstruction settlement with time under the dead-weight of foundation with different fill thickness. The results are shown in Figures10–12, in which the compaction coefficient of each figure is 0.87, 0.90, 0.93, and 0.95, respectively. The abscissa is the time (unit: h), the maximum pretest time is 100 years, and the ordinate is the settlement (unit: cm). It can be seen from the figures that when the fill thickness is 10 m, the settlement corresponding to the compaction coefficient from low to high is 16.8 cm, 13.6 cm, 10.0 cm, and 9.8 cm; when the fill thickness is 20 m, the settlement corresponding to the compaction coefficient from low to high is 52.4 cm, 41.8 cm, 30.1 cm, and 29.2 cm; when the fill thickness is 30 m, the settlement corresponding to the compaction coefficient from low to high is 101.7 cm, 80.6 cm, 57.5 cm, and 55.4 cm. When the compaction coefficient is small, the settlement of the foundation is large, and with the gradual increase of the compaction coefficient, the settlement of the foundation decreases rapidly. When the compaction coefficient reaches 0.93 or above, the settlement rate of the foundation tends to be gentle. In the filling process, after the compaction coefficient is greater than 0.93, simply increasing the compaction coefficient has little effect on reducing the postconstruction settlement, and the excessive compaction coefficient has too high requirements on the construction technology and construction machinery, resulting in the increase of project cost and poor economic benefit. In consideration of economy and technology, it is suggested to control the compaction coefficient of the foundation to about 0.93 when the fill thickness is small.Figure 10
Settlement curves of different compaction coefficients with 10 m filling thickness.Figure 11
Settlement curves of different compaction coefficients with 20 m filling thickness.Figure 12
Settlement curves of different compaction coefficients with 30 m filling thickness.How to judge whether the postconstruction settlement of filling foundation tends to be stable is a more concerning problem in engineering. In order to conduct a quantitative study on the stability time of postconstruction settlement, the settlement stability standards are considered from two aspects: total settlement and settlement rate by referring to the settlement control standards of construction industry and transportation industry and combining with the monitoring data. If the total settlement is less than or equal to 20 cm, the foundation is considered to be basically stable [27]. If the above conditions are not met, namely, the total settlement >20 cm, the postconstruction settlement rate can be used to determine the foundation stability. When the postconstruction settlement rate is less than or equal to 1 cm per year, the fill foundation is considered to be basically stable, and the required time is the stability time [28]. Taking the settlement amount and settlement rate as the control standard, the stability time required for loess foundation with different compaction coefficients and filling height under natural water content is calculated, and the results are shown in Table 5.Table 5
Settlement stability time of loess fill foundation with different compaction coefficients.
Compaction coefficient0.870.900.930.95Fill thickness10 m20 m30 m10 m20 m30 m10 m20 m30 m10 m20 m30 mStable time (year)Stable2.54Stable1.52.5Stable12Stable0.91.5


## 3.1. Stress-Strain Relationship of Compacted Loess

The consolidation test of lateral limit drainage is carried out by making compacted loess samples with different dry density and water content. According to the optimal water content, four categories of water content are set, which are 6%, 10%, 14%, and 18%, respectively. According to the maximum dry density of the field filling foundation loess, five categories of dry density are set, which are 1.55 g/cm3, 1.60 g/cm3, 1.65 g/cm3, 1.70 g/cm3, and 1.75 g/cm3, respectively (corresponding compaction coefficients are 0.83, 0.86, 0.89, 0.91, and 0.94). The lateral limit drainage consolidation tests for samples with different water content and dry density are carried out by high-pressure consolidation, and the pressure setting is shown in Figure 3. The pressure loading time of each stage is 6 s, 15 s, 1 min, 2.25 min, 4 min, 6.25 min, 9 min, 12.25 min, 16 min, 20.25 min, 25 min, 30.25 min, 36 min, 42.25 min, 49 min, 64 min, 100 min, 200 min, 400 min, 23 h, and 24 h, and the dial indicator value is recorded.Figure 3
Pressure setting for high-pressure consolidation test.At the beginning of loading, due to the insufficient contact or no contact between the loess sample and the instrument, the strain value under the first level load (25 kPa) is much larger than the actual value. Therefore, in order to reduce the error, this paper takes 25 kPa load as the preload when dealing with the high-pressure consolidation test results, which is not included in the strain analysis. The relationship curves of pressure and lateral limit strain with different dry density and water content are obtained, respectively, as shown in Figure4, The curve of lateral limit strain changing with time under each level of load is obtained, and some test curves are shown in Figure 5.Figure 4
Stress-strain curves of compacted loess with different water content. (a) Water content is 6%. (b) Water content is 10%. (c) Water content is 14%. (d) Water content is 18%.
(a)(b)(c)(d)Figure 5
Stress-time curves of compacted loess with water content 6%.It can be seen from Figure4 that the variation of stress-strain curves of compacted loess can be divided into three stages depending on the increase of loading. In the first stage, when the pressure is between 0 kPa and 400 kPa, the stress-strain curve of the compacted loess increases rapidly and linearly. In the second stage, when the pressure is between 400 kPa and 1600 kPa, the growth rate of the stress-strain relation curve of the compacted loess decreases gradually. In the last stage, when the pressure exceeds 1600 kPa, the growth rate of the stress-strain relation curve basically remains unchanged. With the increase of water content, the vertical strain of compacted loess samples with the same density showed an upward trend. Under the same water content, the lateral strain of compacted loess gradually decreases with the increase of dry density. When the moisture content is 6%, the stress-strain curves of the compacted loess with a dry density of 1.65 g/cm3, 1.70 g/cm3, and 1.75 g/cm3 are similar, and the dry density has little influence on the lateral strain.Figure5 shows the strain-time curve under different pressures at a moisture content of 6% and a dry density of 1.55 g/cm3. The strain increases with the increase of pressure, and the strain-time curve under different pressures increases rapidly with the increase of time and then tends to stabilize. When the deformation does not increase in a certain period of time, it is considered to be stable. Since the strain-time curves corresponding to other water content and dry density at different pressures are basically consistent with the curve trend in Figure 5, they will not be shown here.


## 3.2. Empirical Creep Equation of Compacted Loess

Creep refers to the process that the deformation of material increases with time under the action of constant load, and it is the main part of the settlement of postconstruction fill foundation. In order to evaluate the stability of loess fill foundation, it is necessary to determine the settlement amount and postconstruction settlement rate. The strain-time relationship and stress-strain relationship of the compacted loess under different pressures are analyzed, respectively, and the empirical creep equation of compacted loess is obtained by the fitting.By analyzing and fitting the strain-time relationship of the test data, it is found that there is a linear correlation betweent/ε and t of compacted loess under different pressures, as shown in Figure 6 (the test data in the figure shows that the water content is 14%, the dry density is 1.65 g/cm3, and the load is 3200 kPa). The larger the load, the better the correlation, so there is(1)tε=ct+d.Figure 6
Curves betweent/ε and t.After the exchange, we get(2)ε=tct+d.That is to say, the relationship between strain and time of compacted loess can be described in hyperbolic form, wherec and d are parameters, t is the time of this process (h), and ε is the strain of this process (%).In terms of the stress-strain relationship of soil, the stress-strain relationship of soil under the lateral limit was more hyperbolic [26]. Chen et al., 2010, believed that, under the lateral limit condition, the relationship between vertical compressive stress and vertical compressive strain conformed to the form of the power function [25]. Through the analysis and fitting of the stress-strain relationship of the test data, it is found that the stress-strain relationship of the compacted loess is more consistent with the form of the power function, as shown in Figure 7 the test data in the figure shows that the water content is 14%, the dry density is 1.65 g/cm3, and the load is 3200 kPa, namely,(3)ε=kpn,where k and n are parameters, p is the pressure of this process (kPa), and ε is the strain of this process (%).Figure 7
Curves betweenε and p.According to equation (3), the stress-strain relationship of compacted loess samples in the same state is fitted, and it is found that there is the following relationship between parameters k, n, and t (t>0); namely,(4)k=αtβ,(5)n=tet+f,where α, β, e, and f are parameters and t is the time of this process (h).Based on the above analysis, the relationship between stress and strain of the compacted loess is expressed by a power function, and the relationship between strain and time is expressed by a hyperbola. Combined with equations (2)–(5), the empirical creep equation of the compact loess can be obtained as follows:(6)ε=αtβpt/et+f,where α, β, e, and f are parameters, p is stress (kPa), t is the time of this process (h), and ε is the strain of this process (%).Equation (6) is used to derive the time:(7)∂ε∂t=αt1−βpt/et+fβ+ftlnpet+f2.According to the strain-time curve,∂ε/∂t>0. When t⟶∞, ∂ε/∂t|t⟶∞=0, indicating that, as time goes on, the strain rate decreases and gradually approaches 0; that is, the strain value of loess tends to a certain value after a long action time.For the settlement of homogeneous loess fill with thicknessH under the action of load p, considering the creep characteristics of compacted loess, the following equation can be used:(8)S=εH=αtβpt/et+fH,where α, β, e, and f are parameters, p is stress (kPa), t is the time of this process (h), ε is the strain of this process (%), H is the thickness of loess fill foundation (m), and S is the amount of foundation settlement (cm).According to the above equation and the layer-summation method, the settlement of loess foundation with thicknessH under the action of dead-weight can be calculated. The calculation equation of settlement is as follows:(9)S=∫0Hεdz=∫0Hαtβpt/et+fdz.Assuming that the filling foundation soil is even, a load of a certain soil layer in the fill foundation on the dead-weight of the upper soil layer is(10)p=rz,where r is the weight of loess (kN/m3) and z is the depth of the test (m).Equation (9) can be expressed as(11)S=∫0rH1rαtβpt/et+fdp=αtβet+fre+1t+frHt/et+f+1.In this equation, the settlement of the foundation is only related to the time and the state of the loess. The state of the loess mainly includes two indexes: the water content and compaction coefficients. In the equation, the parametersα, β, e, f, and r of the loess are mainly reflected. The postconstruction settlement of the fill foundation can be obtained by determining the relevant parameters in the formula through the test.


## 3.3. Verification of Empirical Equations

Based on the monitoring data of field projects, the applicability of the above equation (11) is verified. The compaction coefficient of one loess fill foundation in Yan’an City is 0.87–0.93, and the dry density of loess samples corresponding to the laboratory test is 1.65–1.75 g/cm3. Therefore, JC01 and JC02 monitoring data in the project are, respectively, used to verify the empirical equation. These two monitoring data points are located in Baota District, Yan’an City. According to the results of the high-pressure consolidation test, the parameters α, β, e, f and the corresponding soil gravity r of the compacted loess sample are calculated, respectively. At this time, when the water content is 14%, the dry density is 1.60 g/cm3, 1.65 g/cm3, 1.70 g/cm3, and 1.75 g/cm3, respectively; and when the water content is 18%, the dry density is 1.65 g/cm3. The calculation results are listed in Table 3. Next, the settlement monitoring data of each hole is compared with the empirical creep equation.Table 3
Testing parameters.
Water contentDry densityParameterαβefr (kN/m3)14%1.600.05270.04551.5249−0.017418.241.650.06390.032411.6203−0.016018.811.700.04980.029341.6274−0.014919.381.750.04940.028651.7379−0.018819.9518%1.650.08050.047951.7261−0.032819.47


### 3.3.1. JC01 Monitoring Point

According to the water content test data of JC01 monitoring point, the average water content of the hole is about 14%, and the compactness is 0.93, so the empirical equation can be calculated by using the parameter with the water content of 14% and dry density of 1.73 g/cm3 (the parameters in Table 1 are obtained by interpolation), and the calculation results are compared with the settlement monitoring data, as shown in Figure 8.Figure 8
Postconstruction settlement contrast curves between the empirical equation and monitoring points JC01.By comparing the monitored postconstruction settlement and the calculated value of the empirical equation, it can be found that the changing trend of the two is consistent. The settlement value calculated by the empirical formula is larger than the monitoring data most of the time, so the overall prediction effect is good.


### 3.3.2. JC02 Monitoring Point

According to the data of JC02 monitoring point, the empirical equation is calculated by using the parameter with the water content of 18% and dry density of 1.65 g/cm3, and the calculation results are compared with the settlement monitoring data, which is shown in Figure 9. The verification of JC02 monitoring point has large variations between empirical and monitoring data mainly due to the uncontrollability of field experiments. The area of loess fill foundation is large; there will be some contingency and error in the process of detection. However, it has no influence on the accuracy prediction model. Although there is a certain sudden change in the middle part of JC02 monitoring point, after the settlement of the local foundation stabilizes, its predicted value is still close to field monitoring data, so it has not influenced the accuracy on the prediction model.Figure 9
Postconstruction settlement contrast curves between the empirical equation and monitoring point JC02.By comparing the monitoring data and the empirical equation, it can be found that the changing trend of the two is consistent. The settlement value calculated by the empirical equation is slightly smaller than the monitoring data, and the overall prediction effect is good, so it can be used as a method of postconstruction settlement prediction.


## 3.3.1. JC01 Monitoring Point

According to the water content test data of JC01 monitoring point, the average water content of the hole is about 14%, and the compactness is 0.93, so the empirical equation can be calculated by using the parameter with the water content of 14% and dry density of 1.73 g/cm3 (the parameters in Table 1 are obtained by interpolation), and the calculation results are compared with the settlement monitoring data, as shown in Figure 8.Figure 8
Postconstruction settlement contrast curves between the empirical equation and monitoring points JC01.By comparing the monitored postconstruction settlement and the calculated value of the empirical equation, it can be found that the changing trend of the two is consistent. The settlement value calculated by the empirical formula is larger than the monitoring data most of the time, so the overall prediction effect is good.


## 3.3.2. JC02 Monitoring Point

According to the data of JC02 monitoring point, the empirical equation is calculated by using the parameter with the water content of 18% and dry density of 1.65 g/cm3, and the calculation results are compared with the settlement monitoring data, which is shown in Figure 9. The verification of JC02 monitoring point has large variations between empirical and monitoring data mainly due to the uncontrollability of field experiments. The area of loess fill foundation is large; there will be some contingency and error in the process of detection. However, it has no influence on the accuracy prediction model. Although there is a certain sudden change in the middle part of JC02 monitoring point, after the settlement of the local foundation stabilizes, its predicted value is still close to field monitoring data, so it has not influenced the accuracy on the prediction model.Figure 9
Postconstruction settlement contrast curves between the empirical equation and monitoring point JC02.By comparing the monitoring data and the empirical equation, it can be found that the changing trend of the two is consistent. The settlement value calculated by the empirical equation is slightly smaller than the monitoring data, and the overall prediction effect is good, so it can be used as a method of postconstruction settlement prediction.


## 3.4. Prediction of Postconstruction Settlement

According to the comparison and analysis between the above empirical equation and the monitoring data, the empirical equation is shown in equation (11) and the field monitoring data can be used better to predict the postconstruction settlement of the loess fill foundation.Because the compaction coefficient of Yan’an City loess fill foundation is generally in the range of 0.87–0.93, the empirical equation parameters of different compaction coefficients are different. Therefore, according to the empirical equations obtained from indoor tests, the settlement prediction and analysis of the postconstruction filled foundation are carried out. At this time, the water content is 14%, and the compaction coefficient is 0.87, 0.90, 0.93, and 0.95, respectively. Each compaction factor corresponds to three types of fill thickness of 10 m, 20 m, and 30 m, respectively.The empirical equation with different compaction coefficients has different parameter values. When the compaction coefficient of the filling foundation is 0.87, the parameters with water content of 14% and dry density of 1.62 g/cm3 can be adopted. When the compaction coefficient is 0.90, the parameters with water content of 14% and dry density of 1.67 g/cm3 can be adopted. When the compaction coefficient is 0.93, the water content is 14% and the dry density is 1.73 g/cm3. When the compaction coefficient is 0.95, the water content is 14% and the dry density is 1.75 g/cm3. The parameter values corresponding to different compaction coefficients are listed in Table 4.Table 4
Empirical equation parameters of different compaction coefficients.
Compaction coefficientParameterαβefr (kN/m3)0.870.05830.03901.573−0.016718.470.900.05680.03091.624−0.015519.040.930.04960.02901.682−0.016919.720.950.04940.02871.738−0.018819.95Taking the parameters from the above table into equation (11), the settlement prediction formula and settlement prediction curve of fill foundation with different compaction coefficients can be obtained as follows.Compaction coefficient of 0.87:(12)St=3.155×10−3t0.038971.5725t−0.01672.5725t−0.016718.468H2.5725t−0.0167/1.5725t−0.0167.Compaction coefficient of 0.90:(13)St=2.985×10−3t0.030881.6238t−0.015452.6238t−0.0154519.038H2.6238t−0.01545/1.6238t−0.01545.Compaction coefficient of 0.93:(14)St=2.337×10−3t0.0291.6822t−0.016882.6822t−0.0168819.722H2.6822t−0.01688/1.6822t−0.01688.Compaction coefficient of 0.95:(15)St=2.478×10−3t0.028651.7379t−0.018832.7379t−0.0188319.95H2.7379t−0.01883/1.7379t−0.01883,where S is the amount of foundation settlement (cm), t is the time of this process (h), and H is the thickness of loess fill foundation (m).The above formulas are used to analyze the change of postconstruction settlement with time under the dead-weight of foundation with different fill thickness. The results are shown in Figures10–12, in which the compaction coefficient of each figure is 0.87, 0.90, 0.93, and 0.95, respectively. The abscissa is the time (unit: h), the maximum pretest time is 100 years, and the ordinate is the settlement (unit: cm). It can be seen from the figures that when the fill thickness is 10 m, the settlement corresponding to the compaction coefficient from low to high is 16.8 cm, 13.6 cm, 10.0 cm, and 9.8 cm; when the fill thickness is 20 m, the settlement corresponding to the compaction coefficient from low to high is 52.4 cm, 41.8 cm, 30.1 cm, and 29.2 cm; when the fill thickness is 30 m, the settlement corresponding to the compaction coefficient from low to high is 101.7 cm, 80.6 cm, 57.5 cm, and 55.4 cm. When the compaction coefficient is small, the settlement of the foundation is large, and with the gradual increase of the compaction coefficient, the settlement of the foundation decreases rapidly. When the compaction coefficient reaches 0.93 or above, the settlement rate of the foundation tends to be gentle. In the filling process, after the compaction coefficient is greater than 0.93, simply increasing the compaction coefficient has little effect on reducing the postconstruction settlement, and the excessive compaction coefficient has too high requirements on the construction technology and construction machinery, resulting in the increase of project cost and poor economic benefit. In consideration of economy and technology, it is suggested to control the compaction coefficient of the foundation to about 0.93 when the fill thickness is small.Figure 10
Settlement curves of different compaction coefficients with 10 m filling thickness.Figure 11
Settlement curves of different compaction coefficients with 20 m filling thickness.Figure 12
Settlement curves of different compaction coefficients with 30 m filling thickness.How to judge whether the postconstruction settlement of filling foundation tends to be stable is a more concerning problem in engineering. In order to conduct a quantitative study on the stability time of postconstruction settlement, the settlement stability standards are considered from two aspects: total settlement and settlement rate by referring to the settlement control standards of construction industry and transportation industry and combining with the monitoring data. If the total settlement is less than or equal to 20 cm, the foundation is considered to be basically stable [27]. If the above conditions are not met, namely, the total settlement >20 cm, the postconstruction settlement rate can be used to determine the foundation stability. When the postconstruction settlement rate is less than or equal to 1 cm per year, the fill foundation is considered to be basically stable, and the required time is the stability time [28]. Taking the settlement amount and settlement rate as the control standard, the stability time required for loess foundation with different compaction coefficients and filling height under natural water content is calculated, and the results are shown in Table 5.Table 5
Settlement stability time of loess fill foundation with different compaction coefficients.
Compaction coefficient0.870.900.930.95Fill thickness10 m20 m30 m10 m20 m30 m10 m20 m30 m10 m20 m30 mStable time (year)Stable2.54Stable1.52.5Stable12Stable0.91.5


## 4. Conclusions

Postconstruction settlement of loess fill foundation is an important technical index to evaluate the stability of the foundation and test the quality of filling construction. Based on the compaction test and high-pressure consolidation test, a prediction method for postconstruction settlement of loess fill foundation is proposed, and the following understandings are obtained:(1)
With the increase of water content, the lateral strain of compacted loess samples with the same density tends to increase; with the increase of pressure, the lateral strain of compacted loess samples with the same water content tends to increase. When the water content is less than 10%, the dry density is greater than the compaction coefficient 1.65 g/cm3, the lateral strain decreases, and the effect of dry density on the lateral strain becomes smaller.(2)
Through the high-pressure consolidation test, the stress-strain relationship and strain-time relationship of the compacted loess test are obtained by fitting, indicating that the strain-time relationship of the compacted loess can be expressed in the form of hyperbola, and the strain-time relationship can be expressed in the form of the power function. Combined with the layered summation method of settlement calculation, the settlement calculation formula of the loess foundation with thicknessH under the action of dead-weight is obtained. The formula has five unknown parameters of α,β,e,f, and r, which can be obtained by laboratory test fitting. The effect is better through the verification of field monitoring data.(3)
Based on the above prediction equations, the settlement of loess fill foundation with compaction coefficient of 0.87, 0.90, 0.93, and 0.95 and the filling thickness of 10 m, 20 m, and 30 m are predicted and analyzed. The research shows that the economic and technological aspects are considered comprehensively. In the area of Yan’an City, when the thickness of the fill foundation is within 30 m, it is suggested to control the compaction coefficient of foundation at about 0.93.(4)
The postconstruction settlement of the loess fill foundation is directly related to the stability of the foundation. Any building can only be constructed under the premise of a stable foundation. The time required for foundation stabilization is directly related to the construction quality and benefits of the fill foundation. The greater the compaction coefficient of the fill foundation, the shorter the time required for stabilization, and the higher the project benefit. However, the excessive compaction coefficient has higher requirements on the construction machinery and construction quality of the fill foundation, which leads to an increase in the construction investment. The proposed model is to find the balance point of foundation stabilization time, compaction coefficient, and project investment in the construction of fill foundation, so as to maximize the benefits. It is of guiding significance for the implementation of future fill foundation projects.This study is based on field engineering, and the filling loess samples are from Q3 and Q2 mixed loess samples. However, there is no consideration in the ratio of the two components, the influence of paleosol and calcium core in Q2 loess, and the influence of groundwater in the deformation of foundation. At the same time, there are fewer combinations of water content and dry density involved in the indoor test, and the universality law needs to be further studied. The stability standard of fill foundation only considers the fill thickness within 30 m, and the applicability of fill foundation with greater thickness needs to be further verified.



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*Source: 5703420-2020-12-15.xml*