# Stability Control of Staged Filling Construction on Soft Subsoil Using Hyperbolic Settlement Prediction Method: A Case Study of a Tidal Flat in China

Authors: Fei Yu; Shichang Li; Zhangjun Dai; Jian Li; Shanxiong Chen
Journal: Advances in Civil Engineering
 (2020)

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## Abstract

An improved method, which combines in situ measured settlement data, hyperbolic method, and deep lateral displacement rate, is presented in this study to predict the consolidation and stability of the ground, which can be used in conducting staged filling construction on soft subsoil. A case history of a highway embankment construction in a tidal flat with thick mucky clay is studied in Xia Pu, China. Preloading with the prefabricated vertical drain method is adopted to accelerate the consolidation of a subgrade. The field behavior of soft ground under filling load is observed through in situ monitoring sensors in four typical sections. The final ground settlement in each stage is determined using the field monitoring data based on the hyperbolic settlement prediction method. For each stage of graded filling load, the ground settlement with a strain consolidation degree of 95% is defined as the standard settlement, and the corresponding settlement time is set as the standard settlement time. The preloading period is estimated according to the standard settlement time. The deep lateral displacement rate of the ground is monitored to control the stability of the foundation and recommended to guide the embankment construction. Results indicate that the presented method can predict the preloading time of graded filling, reduce the frequency of observation, and ensure the consolidation and stability of the ground.


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## Body

## 1. Introduction

A large number of roads have been recently built on prefabricated vertical drain- (PVD-) improved soft soil in tidal flats combined with staged preloading construction to accelerate the consolidation of soil and shorten the construction period [1–4]. PVDs have increased the vertical hydraulic conductivity of soft subsoil by approximately 30 times compared with the original nontreated subsoil using finite element method [5]. The key point of the long-term behavior of the embankment, which is routinely subjected to design analysis, is the settlement [6]. The methods used in predicting ground settlement can be categorized into three main types: consolidation theory, numerical calculation, and curve fitting. A number of recent papers on consolidation theory has been published [7–9]. Consolidation theory is difficult to apply in practical engineering considering smear and well resistance. The numerical methods are time consuming, and the parameters are difficult to determine economically and apply in practical engineering [10].However, predictions of the induced consolidation settlement are frequently unsuccessful whether simplified theoretical solutions or advanced numerical approaches are used, especially in the case of thick or heterogeneous soil deposit [11]. Thus, developing observational methods, which include curve fitting and can be used as a basis in estimating the settlement once sufficient data are recorded, is important. Filippo et al. [12] compared in situ measurements and theoretical predictions of ground settlements induced by preloading and vertical drains on a heterogeneous soil deposit. Chen et al. [13] analyzed the performance of four classical curve fitting methods using field data, including the hyperbola, expanded hyperbola, three-point fitting, and Asaoka methods, and proposed a novel approach to estimate ground settlement. Sinha et al. [14] concluded that the inflection point method can be potentially used in field applications; they also provided an alternate method to estimate the total settlement in field applications using PVDs and surcharge and determine the appropriate required waiting period for staged loading. Haeri and Sasar [15] proposed a method that can improve the final settlement predicted by the Asaoka method, considering the effects of creep. Wang et al. [16] analyzed a large number of test data using mathematical methods, such as hyperbolic fitting method and logarithmic curve forecasting method; the obtained results can provide the ground treatment experience for geotechnical engineers. The hyperbolic method, which can indicate the influence of the secondary consolidation of the soil to a certain extent, can predict the final settlement. This approach is widely used in practical engineering, especially in coastal highway construction [17–20]. Li [21] proposed a concept called “potential settlement” and a simplified method based on in situ data using hyperbolic settlement prediction method. Hyperbolic methods have revealed that the magnitude of the final settlement increases and the degree of consolidation subsequently decreases as the period of assessment used in the prediction is prolonged [22].Staged construction is a typical procedure for embankments on soft ground. With a certain period of consolidation at each staged construction, the safety factor of the embankment can be generally raised, and the postconstruction settlement may be reduced. The settlement-time curve during a staged construction may be more complicated than it is with instantaneous loading.For the subgrade settlement under a staged load, the settlement-time curve has obvious “step phenomenon” [23–26]. Moreover, the above methods are usually used to analyze the settlement observation data under the dead loading phase, which cannot promptly provide guidance during the staged construction. Yang [27] adopted a new method for the settlement prediction of stage-constructed embankment on soft ground based on traditional exponent fitting method. Combined FEM analysis and field measured results indicate that the undrained shear strength increased twice, and the staged construction could retain the high stability of the embankment [28]. Leroueil et al. [29] revealed the effective stress path and analyzed the relationship between vertical settlement and deep lateral displacement during a staged construction. Yang et al. [30] presented a new model for the settlement prediction of staged constructed embankment on soft ground based on the traditional hyperbolic method; the system deformation characteristics reflected by the settlement of the embankment under the preload were used to predict the settlement development on the latter period of preload-bearing compression. Liu and Jing [31] presented a staged observational method for the settlement prediction of embankment on soft ground with staged construction; they determined that the immediate settlement contributes to the shift distance of the parallel lines during staged construction. Indraratna and Redana [23] proposed the settlement prediction for staged filling construction method, which can predict both the final and staged settlements during the filling steps in a PVD-improved soft ground.Comprehensively understanding the consolidation of the ground on embankment construction using only monitoring settlement data is challenging. However, the deep lateral displacement rate is also an important factor to evaluate the stability of the subgrade. Subgrade deformation is almost a consolidation settlement on embankment construction. However, the deep lateral displacement of the ground obviously increases when the imposed load reaches a certain extent, and the lateral extrusion of the soft soil is serious, which contributes to ground damage. Therefore, the stability of the ground can be accurately and objectively evaluated by conducting a comprehensive analysis of field observations based on the field settlement prediction combined with the analysis of the deep lateral displacement trend of the slope foot on embankment.An improved method combined with in situ measured settlement data, hyperbolic method, and deep lateral displacement rate is presented in this study. This method can be used to predict the consolidation and the stability of the ground, which can be used to conduct the staged filling construction on soft subsoil. The field behavior of the soft ground under filling load is observed by monitoring the surface settlement, Earth pressure, deep lateral displacement of the subsoil at the embankment side slope foot, pore pressure variation, and layered settlement at different depths in four typical sections. The final ground settlement in each stage is determined by the field monitoring data based on the hyperbolic settlement prediction method. The ground settlement with a strain consolidation degree of 95% is defined as the standard settlement, and the corresponding settlement time is set as the standard settlement time. The preloading period can be estimated according to the standard settlement time under each stage. Ground stability and the trend of the settlement consolidation are obtained and combined with the deep lateral displacement rate at the slope foot on the embankment under each stage, which can be used to guide the embankment construction. The settlement data measured from a field improved with PVDs and preloading consolidation in a tidal flat of Xia Pu, China, is performed to validate the proposed method. The ground stability is analyzed under staged filling construction on soft subsoil by controlling the predicted preloading period with the proposed method.


## 2. Hyperbolic Settlement Prediction Method

The hyperbolic method [32] assumes that the measured settlement-time curve of the embankment is changed by the hyperbolic curve under the preloading phase. The settlement fitting equation is(1)St=S0+t−t0α+βt−t0,where St is the settlement at t, t0 is the zero point of the fitting curve, S0 is the measured settlement at t0, and α and β are undetermined coefficients.To determine the calculation parameters, equation (1) is rewritten as(2)t−t0St−S0=α+βt−t0.According to the measured settlement data,α and β can be determined from the intercept and slope of the straight line that fits the relationship between t−t0/St−S0 and t−t0, respectively. The final settlement is obtained as follows:(3)Sf=S0+1β.


## 3. Steps in Conducting the Staged Construction

According to the measured settlement data, the preloading period of each stage is estimated, which can effectively control the stability of the embankment filling construction on the soft ground. The basic steps are as follows:(1)
The settlement data,S0i,t0i⋯STi,tTi, are tested for settlement prediction in the preloading period T specified from the loading stop time in each stage of the filling load.(2)
The final settlementSfi of the ground under each staged filling load is calculated based on the hyperbolic method.(3)
The required consolidation of preloading should not be less than 90% [30]. The ground settlement with the strain consolidation of the ground (U95=95%) is defined as the standard ground settlement under each load (i.e., Smi=Sfi⋅U95), and the corresponding standard settlement time tmi can be calculated according to the hyperbolic method.(4)
In the post-preloading period (tTi−tmi) under each stage loading, the monitoring time interval can be increased to record the pre-preload settlement data ST+Δi,tT+Δi,ST+2Δi,tT+2Δi⋯Smi′,tmi.(5)
Determine the relationship between the measured settlementSmi′ for each stage at the standard settlement time and Smi. If Smi′≥Smi, then the ground meets the requirement of settlement stability.(6)
Check whether the deep lateral displacement rate (Bi=ΔL/Δt) of each stage is less than 5 mm/d, which is the criterion for stability assessment of safe ground.The process of conducting the staged construction is shown in Figure1.Figure 1
Staged construction conduction flowchart.For the marine sedimentary soft soil with high water content, high compressibility, and low permeability, consolidation deformation is a long-term and slow process. A large number of engineering practices have shown that the actual consolidation deformation and stabilization time are larger than those calculated by consolidation theory. In view of this, using 95% degree of consolidation as the control standard can improve the consolidation deformation of embankment during the construction period, so as to effectively reduce the postconstruction settlement.For the lateral displacement, the maximum value often occurs in a certain depth of soil layer, which is much larger than the lateral displacement of the surface. The deep lateral displacement can truly reflect the lateral compression effect of soft soil foundation. Therefore, the surface lateral displacement control standard of 5 mm/d is still adopted for the deep lateral displacement, which improves the stability control standard and can ensure the stability of the foundation during the filling construction.


## 4. Case Study

### 4.1. Project Overview

The embankment construction site, which is mainly distributed in the sea tidal flat and local mountain terraces, is located in Fu Jian, China, as shown in Figure2. The entire embankment located on the deep soft ground with the highest thickness value of 23.5 m is shown in Figure 3. The silt has high water content, large compressibility, and low penetrability, which can lead to large deformation and differential settlement, as well as long consolidation time. The PVDs combined with staged preloading methods are adopted to improve the soft soil in this case.Figure 2
Location of the test site at Xia Pu, Fu Jian, China.Figure 3
Tidal flat for case study.


### 4.2. Geological Conditions

In the case study, four sections were included. The K53 + 787 construction section with a 23.5 m-thick soft soil layer is the typical section for this study on subgrade consolidation stability control. The soil parameters were obtained through in situ sampling and an indoor test, which are shown in Figure4. The soil deposit is mainly made of silt and silt clay, with the former being 17 m and prevailing in the upper part of the deposit and the latter being located at a depth of approximately z = 17–21.2 m; the bottom layer is 2.3 m of medium sand (Figure 4(a)). The soil deposit belongs to high-compressive soil, and the average compression coefficient Cc is 1.1 (Figure 4(d)). The minimum values of the horizontal permeability coefficient kh and the vertical permeability coefficient kv are 1.07×10−4 m/d and 0.82×10−4m/d (Figures 4(e) and 4(f)) in the upper 17 m of the soil deposit, respectively. In addition, the average water content of the silt is 56.3%, which is higher than the liquid limit of 45.9% (Figure 4(b)).Figure 4
Soil profile and properties of the K53 + 787 construction section. Note:PL: plastic limit; LL: liquid limit; wn: water content; γ: unit weight; Cc: compressive coefficient; kh, kv: hydraulic conductivity in horizontal and vertical directions, respectively.


### 4.3. Scheme of Field Monitoring

The arrangement of PVDs and the monitoring sensors in the selected cross-section is depicted in Figure5. PVDs were arranged in a triangular pattern with a spacing of 1 m and a depth of 20 m under the sand mat crossing under the soft soil layer of 1 m.Figure 5
Cross-sectional view of the embankment.The field behavior of the soft ground under load filling was observed by monitoring the surface settlement, the Earth pressure, the deep lateral displacement of the subsoil at the embankment side slope foot, the pore pressure variation, and the layered settlement at different depths.In this study, a settlement profile was laid under the sand mat to monitor the uneven settlement of the subgrade surface. The deep lateral displacement of the subgrade was monitored by inclinometers arranged at theA and E measuring points. The deep soil layered settlements, pore pressure, and Earth pressure were observed by the layered settlement gauges, piezometers, and Earth pressure cells at the B, C, and D monitoring points, respectively. Layered settlement gauges and piezometers were installed at different depths of 4 m, 7 m, 10 m, 13m, and 16 m from the ground. The Earth pressure cells were arranged under the sand mat. Site data collection is shown in Figure 6. Table 1 presents the field monitoring sensor types and quantity in the K53 + 787 construction section.Figure 6
Site data collection.Table 1
Summary of the monitoring sensors in the K53 + 787 construction section.
NumberMonitoring projectSensorsAmount1Uneven surface settlementSettlement profile12Deep lateral displacement on embankmentInclinometer23Layered soil settlementLayered settlement gauge154Pore pressurePiezometers155Earth pressureEarth pressure cell3


### 4.4. Staged Guidance Construction Based on Controlling the Preloading Period

During the embankment construction process, the embankment surface of the uneven settlement data can be obtained based on the settlement profile. From this embankment surface, the settlement data with the monitoring time at the middle point of the embankment would be selected for the final settlement prediction under each load based on the hyperbolic method. The staged guidance construction can be performed by controlling the predicted preloading period according to the final settlement.The designed height of embankment is 4.6 m, and actual filling height of surcharge preloading is 6.6 m, which is completed in 5 filling stages.The thicknessH1 of the first-grade fill is 0.8 m. The data of the 1A–1B section are the settlement monitoring data in the loading stage, and the loading period t11 is 3 days, as shown in Figure 7. On the basis of the hyperbolic method, the final settlement of embankment Sf1 under this stage can be predicted according to the settlement monitoring data in the 1C–1D section of the early preloading stage for T=10days. The prediction starting point t01 is set at the fourth day, and the initial settlement S01 is 136.26 mm. The termination time tT1 for the settlement predicted in this stage is the thirteenth day, and the termination settlement ST1 is 168.72 mm. Figure 8 shows the relationship of t−t01/St−S01 and t−t01 in this stage, in which the settlement data and monitoring time are linearly fitted, correlation coefficient ρ=0.9908, and intercept α and slope β of the straight line are 0.1102 and 0.018, respectively. The final predicted settlement Sf1 can be obtained as Sf1=S01+1/β=136.26+1/0.018= 191.82 mm. The standard settlement can also be obtained as Sm1=U95⋅Sf1=0.95×191.28=182.22 mm, and the corresponding standard settlement time tm1 is 30 days based on equation (2). The monitoring interval can be increased according to tm1. The data obtained from field monitoring is shown as the 1E–1 F section in Figure 7. The measured standard settlement Sm1′ is 184.34 mm. Therefore, the subgrade settlement consolidation is basically stabilized under the load filling in the first stage because Sm1′>Sm1.Figure 7
Fill height and settlement varying with time in the first stage.Figure 8
Relationship oft−t01/St−S01 and t−t01 in the first stage.The thicknessH2 of the second-grade fill is 1.35 m. The loading time t22 is 12 days (Figure 9(a)). The final settlement Sf2 is 506.42 mm in the second stage, the standard settlement Sm2 is 481.1 mm, and the standard settlement time tm2 is 35 days. The measured standard settlement Sm2′ is 486.74 mm. Therefore, the subgrade settlement consolidation is basically stabilized under the load filling in the second stage because S2m′>S2m.Figure 9
Fill height and settlement varying with time in all stages. (a) Second stage. (b) Third stage. (c) Fourth stage. (d) Fifth stage.
(a)(b)(c)(d)The thicknessH3 of the third-grade fill is 1.25 m. The loading time t33 is 30 days (Figure 9(b)). The final settlement Sf3 is 690.82 mm in the third stage, the standard settlement Sm3 is 656.28 mm, and the standard settlement time tm3 is 21 days. The measured standard settlement Sm3′ is 659.64 mm. Therefore, the subgrade settlement consolidation is basically stabilized under the load filling in the third stage because Sm3′>Sm3.The thicknessH4 of the fourth-grade fill is 1.8 m. The loading time t44 is 32 days (Figure 9(c)). The final settlement Sf4 is 943.11 mm in the fourth stage, the standard settlement Sm4 is 895.95 mm, and the standard settlement time tm4 is 32 days. The measured standard settlement Sm4′ is 896.15 mm. Therefore, the subgrade settlement consolidation is basically stabilized under the load filling in the fourth stage because Sm4′>Sm4.The thicknessH5 of the fifth-grade fill is 1.4 m. The loading time t55 is 13 days (Figure 9(d)). The settlement monitoring data of the 5C–5D section are recorded at the earlier period of preloading. The final settlement Sf5 is 1077.72 mm in the fifth stage. The measured subgrade settlement ST5 is 1028.29 mm at the termination time tT5=213rd day at the earlier period of preloading under this load, and the embankment has been basically consolidated at this time. In the latter period of preloading, the monitoring time interval Δ=5d can be considered first when the settlement is basically stable and the monitoring time interval is Δ=15d. Through the real-time monitoring of the subgrade settlement in the latter part of the preloading period, the embankment can be stabilized until the designed preload period is reached. Then, the construction of the pavement structure can be performed.As shown in Figure9, the settlement of each soil layer increases rapidly, and the settlement rate is larger during the loading period. During the intermittent period of filling, settlement development is gradually stabilized and changes, which yields a hyperbolic curve. The entire settlement curve presents a step shape, and the settlement data of each loading-intermittent stage constitute a settlement step.Table2 presents the construction time control in each stage. At the end of the control time on the latter period of the preload-bearing compression in each stage, all the consolidation settlements of the ground have reached the requirements of consolidation stability. The final settlement of each stage is predicted using the hyperbolic method. The standard settlement and the standard settlement time of the ground under each stage load are estimated, and the time of stopping-preload is then estimated under the load in all stages. The interval of the site settlement observation time has increased; thus, the efficiency of in situ monitoring can be improved. The construction teams will obtain settlement consolidation stability time in each stage, thereby ensuring that the site construction is in an orderly manner.Table 2
Construction period in each stage.
Load gradeFilling heightH (m)Embankment filling period (d)Earlier period of preloading (d)Control time in the latter part of the preloading period (d)I0.81–34–1314–33II1.3534–4546–5556–80III1.2581–110111–121122–131IV1.8132–163164–173174–193V1.4194–206207–213214–306


### 4.5. Construction Stability Control Based on the Deep Lateral Displacement Rate of the Foot on the Embankment

Two or more methods should be adopted to control the construction of the site monitoring project. The observation results, which are comprehensively analyzed with various methods, can accurately and objectively evaluate the stability of the embankment. The inclinometer is used to measure the deep lateral displacement of the deep soil. The rate and the value of the deep lateral displacement are the important indexes of the embankment stability. According to the standards, the load capacity and stability control requirements should be satisfied during the loading process. The deep lateral displacement of the foot on the embankment should not exceed 5 mm/d [33].The deep lateral displacement of the deep soil is measured by the inclinometer. The curves of the deep lateral displacement of soil at different depths with time of the foot on the embankment in the preload control period of each stage are shown in Figures10(a)–10(d). In Figure 10, the deep lateral displacement gradually increases with the loading of the graded fill. Within the depth of the horizontal displacement influence, the maximum displacement occurs at approximately 9.5 m below the surface, and the position of the maximum deep lateral displacement does not vary with the height and time of the load. The deep lateral displacement on the embankment basically cannot be moved close to the standard settlement time in each stage of the load.Figure 10
Deep lateral displacement of soil at different depths with time of the foot on the embankment in all stages.
(a)(b)(c)(d)The deep lateral displacement rateB=ΔL/Δt before and after the standard settlement time is recorded in each stage of the load. Table 3 shows the deep lateral displacement rate in the first to the fourth stage. The deep lateral displacement rate of the embankment meets the requirements of the standards. That is, the embankment is achieved in a consolidation stable state in the preloading period of each load.Table 3
Deep lateral displacement rate for the preload control period in each stage.
Load levelHorizontal displacement rateBmm/dStandard deep lateral displacement rateB0mm/dStable or notI0.95YesII1.25YesIII3.25YesIV3.85Yes


## 4.1. Project Overview

The embankment construction site, which is mainly distributed in the sea tidal flat and local mountain terraces, is located in Fu Jian, China, as shown in Figure2. The entire embankment located on the deep soft ground with the highest thickness value of 23.5 m is shown in Figure 3. The silt has high water content, large compressibility, and low penetrability, which can lead to large deformation and differential settlement, as well as long consolidation time. The PVDs combined with staged preloading methods are adopted to improve the soft soil in this case.Figure 2
Location of the test site at Xia Pu, Fu Jian, China.Figure 3
Tidal flat for case study.


## 4.2. Geological Conditions

In the case study, four sections were included. The K53 + 787 construction section with a 23.5 m-thick soft soil layer is the typical section for this study on subgrade consolidation stability control. The soil parameters were obtained through in situ sampling and an indoor test, which are shown in Figure4. The soil deposit is mainly made of silt and silt clay, with the former being 17 m and prevailing in the upper part of the deposit and the latter being located at a depth of approximately z = 17–21.2 m; the bottom layer is 2.3 m of medium sand (Figure 4(a)). The soil deposit belongs to high-compressive soil, and the average compression coefficient Cc is 1.1 (Figure 4(d)). The minimum values of the horizontal permeability coefficient kh and the vertical permeability coefficient kv are 1.07×10−4 m/d and 0.82×10−4m/d (Figures 4(e) and 4(f)) in the upper 17 m of the soil deposit, respectively. In addition, the average water content of the silt is 56.3%, which is higher than the liquid limit of 45.9% (Figure 4(b)).Figure 4
Soil profile and properties of the K53 + 787 construction section. Note:PL: plastic limit; LL: liquid limit; wn: water content; γ: unit weight; Cc: compressive coefficient; kh, kv: hydraulic conductivity in horizontal and vertical directions, respectively.


## 4.3. Scheme of Field Monitoring

The arrangement of PVDs and the monitoring sensors in the selected cross-section is depicted in Figure5. PVDs were arranged in a triangular pattern with a spacing of 1 m and a depth of 20 m under the sand mat crossing under the soft soil layer of 1 m.Figure 5
Cross-sectional view of the embankment.The field behavior of the soft ground under load filling was observed by monitoring the surface settlement, the Earth pressure, the deep lateral displacement of the subsoil at the embankment side slope foot, the pore pressure variation, and the layered settlement at different depths.In this study, a settlement profile was laid under the sand mat to monitor the uneven settlement of the subgrade surface. The deep lateral displacement of the subgrade was monitored by inclinometers arranged at theA and E measuring points. The deep soil layered settlements, pore pressure, and Earth pressure were observed by the layered settlement gauges, piezometers, and Earth pressure cells at the B, C, and D monitoring points, respectively. Layered settlement gauges and piezometers were installed at different depths of 4 m, 7 m, 10 m, 13m, and 16 m from the ground. The Earth pressure cells were arranged under the sand mat. Site data collection is shown in Figure 6. Table 1 presents the field monitoring sensor types and quantity in the K53 + 787 construction section.Figure 6
Site data collection.Table 1
Summary of the monitoring sensors in the K53 + 787 construction section.
NumberMonitoring projectSensorsAmount1Uneven surface settlementSettlement profile12Deep lateral displacement on embankmentInclinometer23Layered soil settlementLayered settlement gauge154Pore pressurePiezometers155Earth pressureEarth pressure cell3


## 4.4. Staged Guidance Construction Based on Controlling the Preloading Period

During the embankment construction process, the embankment surface of the uneven settlement data can be obtained based on the settlement profile. From this embankment surface, the settlement data with the monitoring time at the middle point of the embankment would be selected for the final settlement prediction under each load based on the hyperbolic method. The staged guidance construction can be performed by controlling the predicted preloading period according to the final settlement.The designed height of embankment is 4.6 m, and actual filling height of surcharge preloading is 6.6 m, which is completed in 5 filling stages.The thicknessH1 of the first-grade fill is 0.8 m. The data of the 1A–1B section are the settlement monitoring data in the loading stage, and the loading period t11 is 3 days, as shown in Figure 7. On the basis of the hyperbolic method, the final settlement of embankment Sf1 under this stage can be predicted according to the settlement monitoring data in the 1C–1D section of the early preloading stage for T=10days. The prediction starting point t01 is set at the fourth day, and the initial settlement S01 is 136.26 mm. The termination time tT1 for the settlement predicted in this stage is the thirteenth day, and the termination settlement ST1 is 168.72 mm. Figure 8 shows the relationship of t−t01/St−S01 and t−t01 in this stage, in which the settlement data and monitoring time are linearly fitted, correlation coefficient ρ=0.9908, and intercept α and slope β of the straight line are 0.1102 and 0.018, respectively. The final predicted settlement Sf1 can be obtained as Sf1=S01+1/β=136.26+1/0.018= 191.82 mm. The standard settlement can also be obtained as Sm1=U95⋅Sf1=0.95×191.28=182.22 mm, and the corresponding standard settlement time tm1 is 30 days based on equation (2). The monitoring interval can be increased according to tm1. The data obtained from field monitoring is shown as the 1E–1 F section in Figure 7. The measured standard settlement Sm1′ is 184.34 mm. Therefore, the subgrade settlement consolidation is basically stabilized under the load filling in the first stage because Sm1′>Sm1.Figure 7
Fill height and settlement varying with time in the first stage.Figure 8
Relationship oft−t01/St−S01 and t−t01 in the first stage.The thicknessH2 of the second-grade fill is 1.35 m. The loading time t22 is 12 days (Figure 9(a)). The final settlement Sf2 is 506.42 mm in the second stage, the standard settlement Sm2 is 481.1 mm, and the standard settlement time tm2 is 35 days. The measured standard settlement Sm2′ is 486.74 mm. Therefore, the subgrade settlement consolidation is basically stabilized under the load filling in the second stage because S2m′>S2m.Figure 9
Fill height and settlement varying with time in all stages. (a) Second stage. (b) Third stage. (c) Fourth stage. (d) Fifth stage.
(a)(b)(c)(d)The thicknessH3 of the third-grade fill is 1.25 m. The loading time t33 is 30 days (Figure 9(b)). The final settlement Sf3 is 690.82 mm in the third stage, the standard settlement Sm3 is 656.28 mm, and the standard settlement time tm3 is 21 days. The measured standard settlement Sm3′ is 659.64 mm. Therefore, the subgrade settlement consolidation is basically stabilized under the load filling in the third stage because Sm3′>Sm3.The thicknessH4 of the fourth-grade fill is 1.8 m. The loading time t44 is 32 days (Figure 9(c)). The final settlement Sf4 is 943.11 mm in the fourth stage, the standard settlement Sm4 is 895.95 mm, and the standard settlement time tm4 is 32 days. The measured standard settlement Sm4′ is 896.15 mm. Therefore, the subgrade settlement consolidation is basically stabilized under the load filling in the fourth stage because Sm4′>Sm4.The thicknessH5 of the fifth-grade fill is 1.4 m. The loading time t55 is 13 days (Figure 9(d)). The settlement monitoring data of the 5C–5D section are recorded at the earlier period of preloading. The final settlement Sf5 is 1077.72 mm in the fifth stage. The measured subgrade settlement ST5 is 1028.29 mm at the termination time tT5=213rd day at the earlier period of preloading under this load, and the embankment has been basically consolidated at this time. In the latter period of preloading, the monitoring time interval Δ=5d can be considered first when the settlement is basically stable and the monitoring time interval is Δ=15d. Through the real-time monitoring of the subgrade settlement in the latter part of the preloading period, the embankment can be stabilized until the designed preload period is reached. Then, the construction of the pavement structure can be performed.As shown in Figure9, the settlement of each soil layer increases rapidly, and the settlement rate is larger during the loading period. During the intermittent period of filling, settlement development is gradually stabilized and changes, which yields a hyperbolic curve. The entire settlement curve presents a step shape, and the settlement data of each loading-intermittent stage constitute a settlement step.Table2 presents the construction time control in each stage. At the end of the control time on the latter period of the preload-bearing compression in each stage, all the consolidation settlements of the ground have reached the requirements of consolidation stability. The final settlement of each stage is predicted using the hyperbolic method. The standard settlement and the standard settlement time of the ground under each stage load are estimated, and the time of stopping-preload is then estimated under the load in all stages. The interval of the site settlement observation time has increased; thus, the efficiency of in situ monitoring can be improved. The construction teams will obtain settlement consolidation stability time in each stage, thereby ensuring that the site construction is in an orderly manner.Table 2
Construction period in each stage.
Load gradeFilling heightH (m)Embankment filling period (d)Earlier period of preloading (d)Control time in the latter part of the preloading period (d)I0.81–34–1314–33II1.3534–4546–5556–80III1.2581–110111–121122–131IV1.8132–163164–173174–193V1.4194–206207–213214–306


## 4.5. Construction Stability Control Based on the Deep Lateral Displacement Rate of the Foot on the Embankment

Two or more methods should be adopted to control the construction of the site monitoring project. The observation results, which are comprehensively analyzed with various methods, can accurately and objectively evaluate the stability of the embankment. The inclinometer is used to measure the deep lateral displacement of the deep soil. The rate and the value of the deep lateral displacement are the important indexes of the embankment stability. According to the standards, the load capacity and stability control requirements should be satisfied during the loading process. The deep lateral displacement of the foot on the embankment should not exceed 5 mm/d [33].The deep lateral displacement of the deep soil is measured by the inclinometer. The curves of the deep lateral displacement of soil at different depths with time of the foot on the embankment in the preload control period of each stage are shown in Figures10(a)–10(d). In Figure 10, the deep lateral displacement gradually increases with the loading of the graded fill. Within the depth of the horizontal displacement influence, the maximum displacement occurs at approximately 9.5 m below the surface, and the position of the maximum deep lateral displacement does not vary with the height and time of the load. The deep lateral displacement on the embankment basically cannot be moved close to the standard settlement time in each stage of the load.Figure 10
Deep lateral displacement of soil at different depths with time of the foot on the embankment in all stages.
(a)(b)(c)(d)The deep lateral displacement rateB=ΔL/Δt before and after the standard settlement time is recorded in each stage of the load. Table 3 shows the deep lateral displacement rate in the first to the fourth stage. The deep lateral displacement rate of the embankment meets the requirements of the standards. That is, the embankment is achieved in a consolidation stable state in the preloading period of each load.Table 3
Deep lateral displacement rate for the preload control period in each stage.
Load levelHorizontal displacement rateBmm/dStandard deep lateral displacement rateB0mm/dStable or notI0.95YesII1.25YesIII3.25YesIV3.85Yes


## 5. Conclusion

(1)
The analysis of site settlement monitoring data verifies that the standard consolidation time of the ground is obtained under each stage loading to guide the construction according to the preloading period estimated under each loading stage. Therefore, the interval of the site settlement observation time has increased, the efficiency of in situ monitoring can be improved, and the site construction can be ensured in an orderly manner.(2)
By observing the embankment settlement and deep lateral displacement, the filling construction stage can be comprehensively and systematically controlled in real time, which can solve the problem that traditional consolidation theory cannot consider the large randomness of the loading and soil parameters of the spatial variability and other issues during the process of embankment filling.(3)
In this study, the proposed engineering case confirms that the deep lateral displacement rate at the ground standard settlement time estimated by the site settlement monitoring data of the foot on the embankment can meet the requirements of the stability of the standards based on the hyperbolic method. Thus, the stability of the ground under the load of each stage is ensured in the embankment filling construction stage on the soft soil.



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*Source: 8899843-2020-08-08.xml*