# Investigation of Land Subsidence Based on the Column Element Settlement Model in a Soft-Soil Area

Authors: Yang Chen; Wen Zhao; Yong Huang; Pengjiao Jia
Journal: Geofluids
 (2019)

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## Abstract

The Su-Xi-Chang area is located in the Yangtze River Delta in southeastern Jiangsu Province, China. More than 2 m cumulative land subsidence has occurred since 1980s. A range of monitoring programs, geological investigations, and numerical modeling has been implemented in order to establish a regional rehabilitation plan. In this paper, the column element settlement model (CESM) has been established to investigate the coupling effect of soil self-weight, upper loads, and groundwater withdrawal on land subsidence. The model has been verified by comparing with the land subsidence records in Changzhou and further applied to the investigation area. The results show that extensive groundwater withdrawal is the main cause of the land subsidence. Settlement caused by soil self-weight increases with the depth and decreases with upper loads, while settlement caused by upper loads increases with the intensity of upper loads and decreases with depth. The proportion of ground settlement caused by soil self-weight, upper loads, and groundwater withdrawal is also investigated.


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## Body

## 1. Introduction

Land subsidence is an environmental geological phenomenon which may cause significant damage and heavy economic losses. Ground water exploration and high-rise building construction are the main anthropogenic activities that induce notable land subsidence [1–3]. All these human activities increase both the dynamic and static loading in soils which result in the compression of soil layers [4–6]. Significant land subsidence is induced by the superimposition effect of groundwater withdrawal, soil self-weight, and upper loads [7]. Groundwater drawdown is the main culprit that could significantly induce ground settlement by increasing the effective stress of soils [8]. Massive exploration of groundwater leads to the decreasing of the water table as well as the ground elevation [9–12]. Many researchers [13, 14] proved that the effect of soil sedimentation and continuous soil consolidation cannot be neglected. Ground movement also occurs with the change of the stress state due to upper loads from buildings and foundations, which could lead to severe volumetric changes within the soil [7]. The relationship between ground settlement and consolidation time under different ground water tables was also proposed in some literatures [15–18]. Li [19] did further study on ground settlement caused by soil self-weight, indicating that soil self-weight increases nonlinearly with depth. The impact of sedimentation on ground settlement increases with upper loads, soil compressibility, and soil thickness [20–22].Analytical expressions were derived to calculate the excess pore water pressure and settlement caused by different types of loading. Shi et al. [23] proposed a 3D groundwater mode and a 1D deformation model to simulate the groundwater level and soil deformation. Some practical methods are also available, such as the relationships among effective soil weight and total settlement of normally consolidated clay [24]. With very distinguished soil properties, the Su-Xi-Chang area has experienced the most serious land subsidence due to excessive groundwater withdrawal in the late 1980s. More than 2 m cumulative land subsidence caused significant damage and heavy economic losses [25]. The Su-Xi-Chang area is also one of the most known in the world for the presence of earth fissures which has been observed within the areas and along the boundaries of these areas by many researchers [26, 27]. A novel approach to simulate the soil deformation has been introduced by Chen et al. [28]. From the geological investigation report of this area, groundwater is mainly stored in aquifers and some of them are stored in clay and silty clay layers due to the wide distribution of low-permeability soil layers. Previous studies mainly focus on the homogeneous isotropic properties of hydrogeological parameters in soil layers, which is not suitable for the real cases [2, 5]. The variation of soil parameters in horizontal directions may cause difference in land subsidence which is the main concern in practical engineering.The column element settlement model (CESM) is introduced in the present work to consider different characteristics of soil layers in horizontal direction. The study area is divided into several subareas in horizontal direction. Relative soil parameters are assigned to corresponding soil column according to the geological survey data. The accuracy of this proposed method was assessed by comparing numerical results with land subsidence records in study areas. Then the developed approach is applied to simulate the coupling effect of land subsidence induced by soil self-weight, upper loads, and groundwater withdrawal. The proportion and evolution of land subsidence induced by soil self-weight, upper loads, and groundwater withdrawal were discussed.


## 2. Methodology

### 2.1. Establishment ofCESM

There are many limitations to consider the soil as homogeneous isotropic media because soils are always a three-dimensional medium with the physical, mechanical, and hydrogeological parameter variations. CESM was proposed to depict the differences of hydrogeological structures, parameters, and physical mechanical index of soil layers in horizontal direction with the following properties:(1)
CESM is a concept based on effective stress principles, that is, the total stress, effective stress, and pore water pressure are in a dynamic equilibrium. Soil compression increases with the increase of effective stress and decrease of pore water pressure
(2)
The column element shape can be either a cylinder or prism according to the geographic properties in the study area, and the soil parameters among each element are mutually independent (Figure1). The settlement at the center of each element represents the settlement of this element. The accuracy of this model can be improved by the smaller element size. Soil inhomogeneity and anisotropy can be reflected by different partitions within the study area. The settlement distribution of the whole study area can be obtained through each element settlement
(3)
The sizes and shapes of each column can vary randomly based on the partitions of the study area. The soil parameters in vertical direction can be obtained from the borehole survey data, while the horizontal soil parameters of each column can be obtained by collecting the borehole data in different areasFigure 1
Schematic diagram of CESM.
(a)
Cylindrical element
(b)
Prismatic element


## 2.1. Establishment ofCESM

There are many limitations to consider the soil as homogeneous isotropic media because soils are always a three-dimensional medium with the physical, mechanical, and hydrogeological parameter variations. CESM was proposed to depict the differences of hydrogeological structures, parameters, and physical mechanical index of soil layers in horizontal direction with the following properties:(1)
CESM is a concept based on effective stress principles, that is, the total stress, effective stress, and pore water pressure are in a dynamic equilibrium. Soil compression increases with the increase of effective stress and decrease of pore water pressure
(2)
The column element shape can be either a cylinder or prism according to the geographic properties in the study area, and the soil parameters among each element are mutually independent (Figure1). The settlement at the center of each element represents the settlement of this element. The accuracy of this model can be improved by the smaller element size. Soil inhomogeneity and anisotropy can be reflected by different partitions within the study area. The settlement distribution of the whole study area can be obtained through each element settlement
(3)
The sizes and shapes of each column can vary randomly based on the partitions of the study area. The soil parameters in vertical direction can be obtained from the borehole survey data, while the horizontal soil parameters of each column can be obtained by collecting the borehole data in different areasFigure 1
Schematic diagram of CESM.
(a)
Cylindrical element
(b)
Prismatic element


## 3. Solution ofCESM

### 3.1. Materials and Parameters

#### 3.1.1. Regional Geology and Hydrogeology

The Su-Xi-Chang area is located in the Yangtze River Delta, Jiangsu Province, southeastern China, bordering the west of Shanghai (Figure2). It covers over a 17000 square kilometer area with a large population of over 21 million. The average elevation is less than 6 m above the sea level [23].Figure 2
Map of the Su-Xi-Chang area in China.Due to the lack of in situ physical and mechanical parameters, the engineering geological analogy method was adopted to obtain the soil parameters of the study site [29]. The engineering geology analogy is mainly carried out based on the following aspects: regional location, lithological characteristics, and types of aquifer and aquitard.Physical and mechanical parameters of Changzhou Xinzha, Wuxi Meilianghu Pumping Station Project, Taicang Danghe River hub project, Runyang Yangtze River Bridge south anchorage base, Taizhou Yangtze River Bridge Jiajiang base, and Sutong Yangtze River Bridge base were collected and applied to other areas with similar regional location, lithological characteristics, or types of aquifer and aquitard. The maximum and minimum values of the physical and mechanical parameters of the same stratum are collected and analyzed. The soil parameters of the Su-Xi-Chang area can be derived by the interpolation of obtained soil parameters in the study area.Since the land subsidence is well known in the study area, several geological surveys have been conducted by the local Geological Survey Institute. Considering the soil parameters in Table1, they have been derived from the Groundwater Resources Evaluation and Planning Report in the study area. Sixteen drilling pumping tests and geotechnical tests have been conducted to obtained the hydrogeological and physical mechanical parameters in the study area. The in situ test indicates that the mechanical properties of the soil in different elements share almost the same parameters in the same layer except two parameters, that is, transmissibility and water storage coefficient. Material parameters used in CESM numerical simulations are depicted in Table 1.Table 1
Material parameters for different soil layers in the study area.
Parameter
Name
Aquifer
Low-permeability layer
Unit
Unconfined aquifer
Iupper
Ilower
II
III
1, 2, 3, 4
Unsaturated density
γunsat
17.0
17.5
16.0
18.0
17.0
16.0
kN/m3
Saturated density
γsat
20.0
20.0
18.5
20.0
19.5
18.0
kN/m3
Horizontal hydraulic conductivity
Kh
4.0
3.5
0.1
0.05
0.008
0.0001
m/d
Vertical hydraulic conductivity
Kv
2.0
1.75
0.05
0.025
0.004
0.00005
m/d
Elasticity modulus
E
14.6
14.4
14.8
12.6
13.0
4.56
MPa
Poisson’s ratio
ν
0.3
0.31
0.3
0.32
0.33
0.35
Cohesion
c
8.3
8.1
8.1
4.5
11.0
25.0
kPa
Internal friction angle
φ
34.3
33.0
33.0
32.0
35.0
11.0
°
Dilatancy angle
ψ
0.0
0.0
0.0
0.0
0.0
0.0
°The whole study area is divided into 18 subareas in horizontal direction according to the soil characteristics from the Groundwater Resources Evaluation and Planning Report in Suzhou, Wuxi, and Changzhou (Figure3). The transmissibility and water storage coefficient of different aquifers are calculated according to the drilling pumping test data. It can be seen from the table that the maximum transmissibility is 20 times larger than the minimum transmissibility and the maximum water storage coefficient is about 67 times the minimum storage coefficient (Table 2). It is also indicated from the table that the physical and mechanical properties of the aquifer as well as the hydrogeological parameters show a large discrepancy in different regions.Figure 3
Column element partitions in the study area.Table 2
Material parameters for different partition elements in the Su-Xi-Chang area.
Partition number
#1
#2
#3
#4
#5
#8
Transmissibility (m2/d)
2000
1980
1500
1250
1200
1100
Storage coefficient
4.00×103
3.80×103
3.20×103
8.60×103
7.50×103
5.00×103
Partition number
#10
#11
#12
#6
#7
#9
Transmissibility (m2/d)
1050
800
500
480
460
450
Storage coefficient
4.30×103
3.60×103
2.50×103
2.30×103
2.10×103
2.00×103
Partition number
#18
#13
#14
#15
#16
#17
Transmissibility (m2/d)
420
400
382
350
300
100
Storage coefficient
2.00×103
1.50×103
1.30×103
1.20×103
1.00×103
6.00×103There is a well-established land subsidence station with multilayered extensometers to monitor the strata compaction in Changzhou. Thus, Changzhou is selected as the representative area to investigate the land subsidence caused by groundwater withdrawal, self-weight, and upper loading to lower the computing efforts. As it is well known, different hydrostratigraphic units have different kinds of deformation and the same unit may also exhibit different deformation characteristics, such as elasticity and elastoplasticity at different locations in different periods. Shi et al. [23] found that the deformation of both the sandy aquifer and the clay aquifer mainly possesses elastoplastic behavior. In this work, a simulation is performed based on the Mohr-Coulomb constitutive model and the soil performs elastoplastic behavior. According to the local geological soil properties of the study area, a conceptual model in Changzhou can be proposed by assuming as a plane strain problem [30]. Based on stratigraphic data and soil properties, the multilayer aquifer system consists of four aquifer units including four confined aquifers and four aquitard units. The left and right boundaries are set as a fixed water level with no horizontal displacement. The bottom boundary of the study area is assumed to be incompressible and impermeable.The depth of the column element model is 156.5 m according to the average thickness of soil layers. A, B, C, D, E, F, G, H, and I located at the middle of each layer are selected as the monitoring points to indicate the settlement responses of each layer. The buried depths of the monitoring point from A to I are 3.75 m, 8.25 m, 15.25 m, 26.5 m, 40.25 m, 60.25 m, 85.25 m, 109 m, and 137.75 m, respectively. Five soil layers are considered through the soil profile of the study area. More specifically, the soil type is subclay, silty sand, medium-fine sand, gravel sand, and subsand from the top to the bottom soil layers. The cross-section of the hydrostratigraphy of the Changzhou area is presented in Figure4.Figure 4
Hydrostratigraphy along the cross-section in the Changzhou area.


### 3.2. Verification ofCESM

Monitored data in Changzhou was adopted to verify the established CESM in the study area. Hierarchical signs for the monitored settlement in the Changzhou Qingliang primary school are shown in Figure5.Figure 5
Hierarchical signs in the Changzhou Qingliang primary school.
(a)
(b)


#### 3.2.1. Measured Settlement in Changzhou

Monitoring of ground settlement and piezometric head has been carried out since the end of the 20th century. The depth of each monitoring point is shown in Table 3. Figure 6 depicted the cumulative ground settlement of the Changzhou Qingliang primary school from year 1984 to year 2000. Settlement at the end of each year was adopted to conduct comparison. Land subsidence increases with the investigation time and depth. Layer 3 and layer 4 account for most of the total settlement through the whole monitoring period.Table 3
The thickness of soil layers.
Layer
L#1
L#2
L#3
L#4
L#5
L#6
L#7
L#8
Depth (m)
18.5
35.4
71.32
92.8
107.8
117.65
143.6
156.5Figure 6
Settlement records of the Changzhou Qingliang primary school.


#### 3.2.2. Land Subsidence usingCESM

The monitoring period in the Changzhou Qingliang primary school is from year 2000 to year 2005 for both the groundwater level and land subsidence, and thus, the effective comparison between monitored and calculated ground settlement is from year 2000 to 2005. The numerical model was established to achieve the ground settlement in Changzhou. The obtained soil parameters are used to predict the settlement of each layer.The measured groundwater level was adopted to simulate the real cases. The upper load intensity is assumed to be 1 kPa. The ground settlement of each layer under different depths in partition #4 was selected to conduct comparison between the monitored settlement and calculated settlement. Figure7 shows that the relative difference between the calculated settlement and measured settlement data can be neglected by given material parameters. The total settlement increases with the groundwater level. Monitored and calculated settlements from the ground surface to layer 3 show good agreement in years 2000, 2003, and 2004 (Figure 7). Settlements calculated in years 2001 and 2002 are lower than monitored settlement data. The settlement calculated in year 2005 is higher than the monitored settlement because of the upper load changes in the monitoring site at that year. This discrepancy may result from the uncertainties of soil parameters and the variation of groundwater levels in real cases. Calculated and monitored settlements from layer 4 to layer 7 exhibit the same trend which means that the numerical model confirms with the monitored data (Figure 8). Thus, the CESM can be adopted to obtain the land subsidence in the whole study area.Figure 7
Comparison between measured and calculated settlements of soil layers.
(a)
Surface point
(b)
Layer 1
(c)
Layer 3Figure 8
Comparison between measured and calculated settlements at different depths in year 2000.


## 3.1. Materials and Parameters

### 3.1.1. Regional Geology and Hydrogeology

The Su-Xi-Chang area is located in the Yangtze River Delta, Jiangsu Province, southeastern China, bordering the west of Shanghai (Figure2). It covers over a 17000 square kilometer area with a large population of over 21 million. The average elevation is less than 6 m above the sea level [23].Figure 2
Map of the Su-Xi-Chang area in China.Due to the lack of in situ physical and mechanical parameters, the engineering geological analogy method was adopted to obtain the soil parameters of the study site [29]. The engineering geology analogy is mainly carried out based on the following aspects: regional location, lithological characteristics, and types of aquifer and aquitard.Physical and mechanical parameters of Changzhou Xinzha, Wuxi Meilianghu Pumping Station Project, Taicang Danghe River hub project, Runyang Yangtze River Bridge south anchorage base, Taizhou Yangtze River Bridge Jiajiang base, and Sutong Yangtze River Bridge base were collected and applied to other areas with similar regional location, lithological characteristics, or types of aquifer and aquitard. The maximum and minimum values of the physical and mechanical parameters of the same stratum are collected and analyzed. The soil parameters of the Su-Xi-Chang area can be derived by the interpolation of obtained soil parameters in the study area.Since the land subsidence is well known in the study area, several geological surveys have been conducted by the local Geological Survey Institute. Considering the soil parameters in Table1, they have been derived from the Groundwater Resources Evaluation and Planning Report in the study area. Sixteen drilling pumping tests and geotechnical tests have been conducted to obtained the hydrogeological and physical mechanical parameters in the study area. The in situ test indicates that the mechanical properties of the soil in different elements share almost the same parameters in the same layer except two parameters, that is, transmissibility and water storage coefficient. Material parameters used in CESM numerical simulations are depicted in Table 1.Table 1
Material parameters for different soil layers in the study area.
Parameter
Name
Aquifer
Low-permeability layer
Unit
Unconfined aquifer
Iupper
Ilower
II
III
1, 2, 3, 4
Unsaturated density
γunsat
17.0
17.5
16.0
18.0
17.0
16.0
kN/m3
Saturated density
γsat
20.0
20.0
18.5
20.0
19.5
18.0
kN/m3
Horizontal hydraulic conductivity
Kh
4.0
3.5
0.1
0.05
0.008
0.0001
m/d
Vertical hydraulic conductivity
Kv
2.0
1.75
0.05
0.025
0.004
0.00005
m/d
Elasticity modulus
E
14.6
14.4
14.8
12.6
13.0
4.56
MPa
Poisson’s ratio
ν
0.3
0.31
0.3
0.32
0.33
0.35
Cohesion
c
8.3
8.1
8.1
4.5
11.0
25.0
kPa
Internal friction angle
φ
34.3
33.0
33.0
32.0
35.0
11.0
°
Dilatancy angle
ψ
0.0
0.0
0.0
0.0
0.0
0.0
°The whole study area is divided into 18 subareas in horizontal direction according to the soil characteristics from the Groundwater Resources Evaluation and Planning Report in Suzhou, Wuxi, and Changzhou (Figure3). The transmissibility and water storage coefficient of different aquifers are calculated according to the drilling pumping test data. It can be seen from the table that the maximum transmissibility is 20 times larger than the minimum transmissibility and the maximum water storage coefficient is about 67 times the minimum storage coefficient (Table 2). It is also indicated from the table that the physical and mechanical properties of the aquifer as well as the hydrogeological parameters show a large discrepancy in different regions.Figure 3
Column element partitions in the study area.Table 2
Material parameters for different partition elements in the Su-Xi-Chang area.
Partition number
#1
#2
#3
#4
#5
#8
Transmissibility (m2/d)
2000
1980
1500
1250
1200
1100
Storage coefficient
4.00×103
3.80×103
3.20×103
8.60×103
7.50×103
5.00×103
Partition number
#10
#11
#12
#6
#7
#9
Transmissibility (m2/d)
1050
800
500
480
460
450
Storage coefficient
4.30×103
3.60×103
2.50×103
2.30×103
2.10×103
2.00×103
Partition number
#18
#13
#14
#15
#16
#17
Transmissibility (m2/d)
420
400
382
350
300
100
Storage coefficient
2.00×103
1.50×103
1.30×103
1.20×103
1.00×103
6.00×103There is a well-established land subsidence station with multilayered extensometers to monitor the strata compaction in Changzhou. Thus, Changzhou is selected as the representative area to investigate the land subsidence caused by groundwater withdrawal, self-weight, and upper loading to lower the computing efforts. As it is well known, different hydrostratigraphic units have different kinds of deformation and the same unit may also exhibit different deformation characteristics, such as elasticity and elastoplasticity at different locations in different periods. Shi et al. [23] found that the deformation of both the sandy aquifer and the clay aquifer mainly possesses elastoplastic behavior. In this work, a simulation is performed based on the Mohr-Coulomb constitutive model and the soil performs elastoplastic behavior. According to the local geological soil properties of the study area, a conceptual model in Changzhou can be proposed by assuming as a plane strain problem [30]. Based on stratigraphic data and soil properties, the multilayer aquifer system consists of four aquifer units including four confined aquifers and four aquitard units. The left and right boundaries are set as a fixed water level with no horizontal displacement. The bottom boundary of the study area is assumed to be incompressible and impermeable.The depth of the column element model is 156.5 m according to the average thickness of soil layers. A, B, C, D, E, F, G, H, and I located at the middle of each layer are selected as the monitoring points to indicate the settlement responses of each layer. The buried depths of the monitoring point from A to I are 3.75 m, 8.25 m, 15.25 m, 26.5 m, 40.25 m, 60.25 m, 85.25 m, 109 m, and 137.75 m, respectively. Five soil layers are considered through the soil profile of the study area. More specifically, the soil type is subclay, silty sand, medium-fine sand, gravel sand, and subsand from the top to the bottom soil layers. The cross-section of the hydrostratigraphy of the Changzhou area is presented in Figure4.Figure 4
Hydrostratigraphy along the cross-section in the Changzhou area.


## 3.1.1. Regional Geology and Hydrogeology

The Su-Xi-Chang area is located in the Yangtze River Delta, Jiangsu Province, southeastern China, bordering the west of Shanghai (Figure2). It covers over a 17000 square kilometer area with a large population of over 21 million. The average elevation is less than 6 m above the sea level [23].Figure 2
Map of the Su-Xi-Chang area in China.Due to the lack of in situ physical and mechanical parameters, the engineering geological analogy method was adopted to obtain the soil parameters of the study site [29]. The engineering geology analogy is mainly carried out based on the following aspects: regional location, lithological characteristics, and types of aquifer and aquitard.Physical and mechanical parameters of Changzhou Xinzha, Wuxi Meilianghu Pumping Station Project, Taicang Danghe River hub project, Runyang Yangtze River Bridge south anchorage base, Taizhou Yangtze River Bridge Jiajiang base, and Sutong Yangtze River Bridge base were collected and applied to other areas with similar regional location, lithological characteristics, or types of aquifer and aquitard. The maximum and minimum values of the physical and mechanical parameters of the same stratum are collected and analyzed. The soil parameters of the Su-Xi-Chang area can be derived by the interpolation of obtained soil parameters in the study area.Since the land subsidence is well known in the study area, several geological surveys have been conducted by the local Geological Survey Institute. Considering the soil parameters in Table1, they have been derived from the Groundwater Resources Evaluation and Planning Report in the study area. Sixteen drilling pumping tests and geotechnical tests have been conducted to obtained the hydrogeological and physical mechanical parameters in the study area. The in situ test indicates that the mechanical properties of the soil in different elements share almost the same parameters in the same layer except two parameters, that is, transmissibility and water storage coefficient. Material parameters used in CESM numerical simulations are depicted in Table 1.Table 1
Material parameters for different soil layers in the study area.
Parameter
Name
Aquifer
Low-permeability layer
Unit
Unconfined aquifer
Iupper
Ilower
II
III
1, 2, 3, 4
Unsaturated density
γunsat
17.0
17.5
16.0
18.0
17.0
16.0
kN/m3
Saturated density
γsat
20.0
20.0
18.5
20.0
19.5
18.0
kN/m3
Horizontal hydraulic conductivity
Kh
4.0
3.5
0.1
0.05
0.008
0.0001
m/d
Vertical hydraulic conductivity
Kv
2.0
1.75
0.05
0.025
0.004
0.00005
m/d
Elasticity modulus
E
14.6
14.4
14.8
12.6
13.0
4.56
MPa
Poisson’s ratio
ν
0.3
0.31
0.3
0.32
0.33
0.35
Cohesion
c
8.3
8.1
8.1
4.5
11.0
25.0
kPa
Internal friction angle
φ
34.3
33.0
33.0
32.0
35.0
11.0
°
Dilatancy angle
ψ
0.0
0.0
0.0
0.0
0.0
0.0
°The whole study area is divided into 18 subareas in horizontal direction according to the soil characteristics from the Groundwater Resources Evaluation and Planning Report in Suzhou, Wuxi, and Changzhou (Figure3). The transmissibility and water storage coefficient of different aquifers are calculated according to the drilling pumping test data. It can be seen from the table that the maximum transmissibility is 20 times larger than the minimum transmissibility and the maximum water storage coefficient is about 67 times the minimum storage coefficient (Table 2). It is also indicated from the table that the physical and mechanical properties of the aquifer as well as the hydrogeological parameters show a large discrepancy in different regions.Figure 3
Column element partitions in the study area.Table 2
Material parameters for different partition elements in the Su-Xi-Chang area.
Partition number
#1
#2
#3
#4
#5
#8
Transmissibility (m2/d)
2000
1980
1500
1250
1200
1100
Storage coefficient
4.00×103
3.80×103
3.20×103
8.60×103
7.50×103
5.00×103
Partition number
#10
#11
#12
#6
#7
#9
Transmissibility (m2/d)
1050
800
500
480
460
450
Storage coefficient
4.30×103
3.60×103
2.50×103
2.30×103
2.10×103
2.00×103
Partition number
#18
#13
#14
#15
#16
#17
Transmissibility (m2/d)
420
400
382
350
300
100
Storage coefficient
2.00×103
1.50×103
1.30×103
1.20×103
1.00×103
6.00×103There is a well-established land subsidence station with multilayered extensometers to monitor the strata compaction in Changzhou. Thus, Changzhou is selected as the representative area to investigate the land subsidence caused by groundwater withdrawal, self-weight, and upper loading to lower the computing efforts. As it is well known, different hydrostratigraphic units have different kinds of deformation and the same unit may also exhibit different deformation characteristics, such as elasticity and elastoplasticity at different locations in different periods. Shi et al. [23] found that the deformation of both the sandy aquifer and the clay aquifer mainly possesses elastoplastic behavior. In this work, a simulation is performed based on the Mohr-Coulomb constitutive model and the soil performs elastoplastic behavior. According to the local geological soil properties of the study area, a conceptual model in Changzhou can be proposed by assuming as a plane strain problem [30]. Based on stratigraphic data and soil properties, the multilayer aquifer system consists of four aquifer units including four confined aquifers and four aquitard units. The left and right boundaries are set as a fixed water level with no horizontal displacement. The bottom boundary of the study area is assumed to be incompressible and impermeable.The depth of the column element model is 156.5 m according to the average thickness of soil layers. A, B, C, D, E, F, G, H, and I located at the middle of each layer are selected as the monitoring points to indicate the settlement responses of each layer. The buried depths of the monitoring point from A to I are 3.75 m, 8.25 m, 15.25 m, 26.5 m, 40.25 m, 60.25 m, 85.25 m, 109 m, and 137.75 m, respectively. Five soil layers are considered through the soil profile of the study area. More specifically, the soil type is subclay, silty sand, medium-fine sand, gravel sand, and subsand from the top to the bottom soil layers. The cross-section of the hydrostratigraphy of the Changzhou area is presented in Figure4.Figure 4
Hydrostratigraphy along the cross-section in the Changzhou area.


## 3.2. Verification ofCESM

Monitored data in Changzhou was adopted to verify the established CESM in the study area. Hierarchical signs for the monitored settlement in the Changzhou Qingliang primary school are shown in Figure5.Figure 5
Hierarchical signs in the Changzhou Qingliang primary school.
(a)
(b)


### 3.2.1. Measured Settlement in Changzhou

Monitoring of ground settlement and piezometric head has been carried out since the end of the 20th century. The depth of each monitoring point is shown in Table 3. Figure 6 depicted the cumulative ground settlement of the Changzhou Qingliang primary school from year 1984 to year 2000. Settlement at the end of each year was adopted to conduct comparison. Land subsidence increases with the investigation time and depth. Layer 3 and layer 4 account for most of the total settlement through the whole monitoring period.Table 3
The thickness of soil layers.
Layer
L#1
L#2
L#3
L#4
L#5
L#6
L#7
L#8
Depth (m)
18.5
35.4
71.32
92.8
107.8
117.65
143.6
156.5Figure 6
Settlement records of the Changzhou Qingliang primary school.


### 3.2.2. Land Subsidence usingCESM

The monitoring period in the Changzhou Qingliang primary school is from year 2000 to year 2005 for both the groundwater level and land subsidence, and thus, the effective comparison between monitored and calculated ground settlement is from year 2000 to 2005. The numerical model was established to achieve the ground settlement in Changzhou. The obtained soil parameters are used to predict the settlement of each layer.The measured groundwater level was adopted to simulate the real cases. The upper load intensity is assumed to be 1 kPa. The ground settlement of each layer under different depths in partition #4 was selected to conduct comparison between the monitored settlement and calculated settlement. Figure7 shows that the relative difference between the calculated settlement and measured settlement data can be neglected by given material parameters. The total settlement increases with the groundwater level. Monitored and calculated settlements from the ground surface to layer 3 show good agreement in years 2000, 2003, and 2004 (Figure 7). Settlements calculated in years 2001 and 2002 are lower than monitored settlement data. The settlement calculated in year 2005 is higher than the monitored settlement because of the upper load changes in the monitoring site at that year. This discrepancy may result from the uncertainties of soil parameters and the variation of groundwater levels in real cases. Calculated and monitored settlements from layer 4 to layer 7 exhibit the same trend which means that the numerical model confirms with the monitored data (Figure 8). Thus, the CESM can be adopted to obtain the land subsidence in the whole study area.Figure 7
Comparison between measured and calculated settlements of soil layers.
(a)
Surface point
(b)
Layer 1
(c)
Layer 3Figure 8
Comparison between measured and calculated settlements at different depths in year 2000.


## 3.2.1. Measured Settlement in Changzhou

Monitoring of ground settlement and piezometric head has been carried out since the end of the 20th century. The depth of each monitoring point is shown in Table 3. Figure 6 depicted the cumulative ground settlement of the Changzhou Qingliang primary school from year 1984 to year 2000. Settlement at the end of each year was adopted to conduct comparison. Land subsidence increases with the investigation time and depth. Layer 3 and layer 4 account for most of the total settlement through the whole monitoring period.Table 3
The thickness of soil layers.
Layer
L#1
L#2
L#3
L#4
L#5
L#6
L#7
L#8
Depth (m)
18.5
35.4
71.32
92.8
107.8
117.65
143.6
156.5Figure 6
Settlement records of the Changzhou Qingliang primary school.


## 3.2.2. Land Subsidence usingCESM

The monitoring period in the Changzhou Qingliang primary school is from year 2000 to year 2005 for both the groundwater level and land subsidence, and thus, the effective comparison between monitored and calculated ground settlement is from year 2000 to 2005. The numerical model was established to achieve the ground settlement in Changzhou. The obtained soil parameters are used to predict the settlement of each layer.The measured groundwater level was adopted to simulate the real cases. The upper load intensity is assumed to be 1 kPa. The ground settlement of each layer under different depths in partition #4 was selected to conduct comparison between the monitored settlement and calculated settlement. Figure7 shows that the relative difference between the calculated settlement and measured settlement data can be neglected by given material parameters. The total settlement increases with the groundwater level. Monitored and calculated settlements from the ground surface to layer 3 show good agreement in years 2000, 2003, and 2004 (Figure 7). Settlements calculated in years 2001 and 2002 are lower than monitored settlement data. The settlement calculated in year 2005 is higher than the monitored settlement because of the upper load changes in the monitoring site at that year. This discrepancy may result from the uncertainties of soil parameters and the variation of groundwater levels in real cases. Calculated and monitored settlements from layer 4 to layer 7 exhibit the same trend which means that the numerical model confirms with the monitored data (Figure 8). Thus, the CESM can be adopted to obtain the land subsidence in the whole study area.Figure 7
Comparison between measured and calculated settlements of soil layers.
(a)
Surface point
(b)
Layer 1
(c)
Layer 3Figure 8
Comparison between measured and calculated settlements at different depths in year 2000.


## 4. Results and Discussion

### 4.1. Ground Settlement Induced by Self-Weight

The ground settlement caused by soil self-weight is calculated by the layer-wise summation method [31]. The aquifer in the study area can be divided into several layers of different thickness h1,h2,h3,…,hn, and the deformations of each layer are S1,S2,S3,…,Sn, and the total ground settlement is
(1)S=∑i=1nSi=S1+S2+⋯+Sn,where S is the total ground settlement, Si is the ground settlement of each layer, i is the number of soil layer, and it can be calculated as
(2)Si=αi1+e0iσzihi,where αi is the compression coefficient of layer i, e0 is the void ratio before compression of layer i, σzi is the additional stress in layer i (kPa), and hi is the thickness of layer i.The study area can be divided into 9 layers and 18 partitions according to the geological investigation. Unconfined aquifer, confined aquifer, and aquitard are distributed from top to the bottom. Settlement is different from layer to layer because of the variation of soil properties. The groundwater levels are 0 m, 7.5 m, and 156.5 m below the ground surface. The calculated ground settlement under different groundwater levels is shown in Table4.Table 4
Ground settlement under different groundwater levels.
Type of aquifer
Settlement in different groundwater depths,D (mm)
D=0m
D=−7.5m
D=−156.5m
Unconfined groundwater
19.3
32.7
32.7
Low permeable layer 1
26.6
43.9
45.9
Iupper
129.8
175.3
226.5
Low permeable layer 2
552.6
667.8
987.4
Ilower
433.2
495.3
792.5
Low permeable layer 3
2619
2878.1
4886.1
II
1655
1769.6
3094.3
Low permeable layer 4
4280
4510.1
8005.5
III
3560
3711.1
6646.2
Total settlement
13275.5
14284
24717


### 4.2. Evolution of Aquifer Settlement with Time

The differential equation governing one-dimensional consolidation theory is as follows:(3)Cv∂2u∂z2=∂u∂t,where Cv is the coefficient of consolidation of the soil, u is the excess pore water pressure, z is the distance measured downward from the surface of the consolidating layer, and t is time [32].The average degree of consolidation can be assumed asU0=10%, 20%, 40%, 60%, 80%, and 90%.
(4)U0=1−8π2e−π2/4Tv+19e−9π2/4Tv+⋯,where Tv=K1+emt/0.1γwσaH2 is the dimensionless time factor and can be derived through U0 and σa. σa=σt–p, where σa is additional stress, σt is total stress, p is the pore water pressure. em is the average void ratio of soil during consolidation, and H, K, and γw are the thickness, permeability, and weight of soil, respectively. The coefficient of compressibility and equivalent coefficient of compressibility can be derived from the following equation [9, 15]:
(5)αi=1+e0Esi,αe=∑i=1nhiαih=∑i=1nhih1+e0Esi,where αe is the equivalent coefficient of compressibility, which is calculated as 0.19 MPa-1. Es is the elastic modulus, hi is the thickness of each soil layer, and h is the total thickness of the aquifer. Consolidation coefficient can be derived by substituting the parameters in Table 1 into the following equation:
(6)Cv=K1+em0.1γwαe=3.58×105cm2a,and the consolidation time can be expressed as follows:
(7)t=H2CvTv≈684Tva.The evolution of ground settlement under different groundwater depths (GWD) is depicted in Table5. Ground settlement under soil self-weight increases with the increase of settling time and groundwater depth.Table 5
Time effect of ground settlement under different groundwater levels.
Degree of consolidation
Time factor
Time (y)
Ground settlement (mm)
GWD=0m
GWD=−7.5m
GWD=−156.5m
0
0
0
0
0
0
10
0.05
34.2
1300
1400
2500
20
0.11
71.8
2700
2900
4900
50
0.29
198.4
6600
7100
12400
80
0.69
472
10600
11400
19800
95
0.99
677.2
12600
13600
23500


### 4.3. Ground Settlement under Different Upper Loads

Numerical analysis was conducted to investigate land subsidence induced by different upper loads. Two scenarios were considered as follows:(1)
The groundwater table is assumed to be 0 m and load intensity is assumed to be 10 kPa, 25 kPa, 35 kPa, 50 kPa, and 80 kPa. Land subsidence of the study area under different load intensities is shown in Figures9 and 10. It can be noted that the ground settlement increases gradually with the load intensity and time. Maximum land subsidence occurs at the surface of soil layers which indicates the depth effect of load intensity. Land subsidence decreases with the buried depth under the same load because the additional stress decreases with the soil depth, while it increases with the load intensity at the same monitoring point. The land subsidence increases linearly with the increase of loading timeFigure 9
Ground settlement under 10 kPa uniform load intensity.Figure 10
Ground settlement under 35 kPa uniform load intensity.Relationships between the upper loading and settlement of point A, point E, and point H in the unconfined aquifer, Ilower confined aquifer, and fourth aquitard were plotted in Figure 11. The load-settlement relationship of point A, point E, and point H, i.e., equation (8), was also plotted in Figure 11. This relationship can be used to predict the land subsidence under different load intensities in the study area. The total land subsidence under different load intensities increases linearly with the load intensity and the depth, while the discrepancy between the real and predicted settlements may become larger under higher loading intensity due to plastic deformation of soil.
(8)y=0.0129x−4×10−9,R2=1.0,y=0.0101x+2×10−7,R2=1.0,y=0.0033x−1×10−8,R2=1.0,where x represents the magnitude of load intensity and y represents land subsidence.
(2)
The groundwater table is assumed to be 4 m with a series variation of load intensity. Three scenarios were assumed, that is, soil self-weight changes linearly and load intensity increases first and then decreases to simulate the rising and falling of the groundwater table (Table6)Figure 11
Variation of ground settlement with loading intensity.Table 6
Load intensity varies with time (unit: kPa).
Plan
Time (y)
1
2
3
4
5
6
7
8
9
10
Π-01
10
20
30
40
50
60
70
80
90
100
Π-02
10
20
30
40
50
50
40
30
20
10
Π-03
10
20
30
10
0
60
25
50
35
35As depicted in Figures12–14, for case Π-01, land subsidence increases with loading time and intensity and decreases with depth. For case Π-02, settlement of soil layers increases with load and then decreases due to the change of load intensity. Settlement changes in a hysteresis way compared to loading. For point A, the ground settlement at the 4th year is 4.2 mm less than the 7th year under the same loading 40 kPa and the ground settlement at the 1st year is 16.7 mm less than the 10th year under the same loading 10 kPa. For case Π-03, the land subsidence changes with loading in each soil layer.Figure 12
Ground settlement changing with time in case Π-01.Figure 13
Ground settlement changing with time in case Π-02.Figure 14
Ground settlement changing with time in case Π-03.


### 4.4. Proportion of Land Subsidence Caused by Different Reasons

Three scenarios were considered including different groundwater levels and upper loadings. Land subsidence induced by different reasons in partition #4 was investigated to emphasize the proportion of land subsidence induced by self-weight, upper loads, and groundwater withdrawal. The land subsidence induced by different reasons are normalized by dividing total ground settlement. For example, the percentage of ground settlement caused by pumping is calculated bySp=St−Ss−Sl/St, where Sp, St, Ss, and Sl are the land subsidence induced by groundwater withdrawal, total ground settlement, the ground settlement induced by soil self-weight, and upper loads, respectively.
(1)
The groundwater level directly decreases from 0 m to 4 m below the ground surface; the loading intensity is 1 kPaComparison of settlement caused by self-weight, upper loading, and groundwater withdrawal is shown in Figure15. Settlement caused by groundwater withdrawal and upper loading dominant from 0 to 200 years almost accounting for 97% of the total settlement. The settlement caused by self-weight gradually increases and reaches to 6.5% of the total settlement. However, settlement caused by drainage is higher than self-weight all the time. Figures 15(a) and 15(b) are the settlement proportions for different reasons at point A (depth 3.75 m) and point E (depth 40.25 m), respectively. Settlement caused by groundwater withdrawal and upper loading accounts for 98% of the total settlement from year 0 to 100. Settlement caused by self-weight is larger than that caused by pumping and loading after 150 years. The settlement caused by soil self-weight accounts for 70% of the total settlement. Analysis shows that settlement caused by groundwater drainage and upper loading dominates within 200 years and settlement caused by self-weight gradually prevails and becomes larger than that of groundwater withdrawal and loading with the increasing depth of aquifers.
(2)
The groundwater level gradually decreases from 0 m to 5 m with a velocity of 0.5 m per year; the loading intensity is 1 kPaFigure 15
Percentage of partial settlement and total settlement at groundwater level 4 m.
(a)
Point A (depth 3.75 m)
(b)
Point E (depth 40.25 m)The comparison of settlement caused by self-weight, loading, and groundwater withdrawal is shown in Figure16. As the groundwater table decreases, the settlement caused by groundwater withdrawal and soil self-weight increases, while load-induced settlement decreases, resulting in an increasing percentage of ground settlement caused by pumping and self-weight (Figure 16(a)). Settlement caused by pumping and loading almost accounts for 95% of the total settlement at the first hundred years. Soil self-weight increases with the increase of depth. Settlement caused by soil self-weight reaches to 60% of the total settlement in a short time which exceeds the settlement caused by groundwater withdrawal and upper loading.Figure 16
Percentage of partial settlement and total settlement with changing phreatic water level.
(a)
Point A (depth 3.75 m)
(b)
Point E (depth 40.25 m)Settlement caused by groundwater withdrawal and self-weight increases with groundwater depth which results in the percentage of settlement caused by loading decreasing at the same time. Settlement caused by groundwater withdrawal has the highest percentage, settlement caused by loading is smaller, and settlement caused by self-weight is the smallest when the aquifer is buried shallow. Settlement caused by self-weight has the highest percentage and settlement caused by drainage is smaller while loading accounts for the smallest when the aquifer is deeply buried.(3)
The initial upper loading is assumed to be 1 kPa and increases to the assumed maximum upper loading of 500 kPa (Table7)Table 7
Variation of groundwater depth and load intensity.
Plan
Load (kPa)
Groundwater depth (m)
10th
20th
30th
40th
50th
60th
70th
80th
90th
100th
IV-01
1
-0.5
-1.0
-5.0
-8.0
-10.0
-15.0
-20.0
-25.0
-30.0
-40.0
IV-02
5
-0.5
-1.0
-5.0
-8.0
-10.0
-15.0
-20.0
-25.0
-30.0
-40.0
IV-03
10
-0.5
-1.0
-5.0
-8.0
-10.0
-15.0
-20.0
-25.0
-30.0
-40.0
IV-04
100
-0.5
-1.0
-5.0
-8.0
-10.0
-15.0
-20.0
-25.0
-30.0
-40.0
IV-05
500
-0.5
-1.0
-5.0
-8.0
-10.0
-15.0
-20.0
-25.0
-30.0
-40.0The upper loading increases gradually to investigate the settlement caused by loading intensity. The groundwater level in the II confined aquifer decreases from 0 m to 40 m below the ground surface in 100 years. Settlement caused by each factor and total settlement are shown in Figures17–19.Figure 17
Percentage of settlement caused by different reasons when loading intensity is 1 kPa.
(a)
Point A (depth 3.75 m)
(b)
Point E (depth 40.25 m)Figure 18
Percentage of settlement caused by different reasons when loading intensity is 10 kPa.
(a)
Point A (depth 3.75 m)
(b)
Point E (depth 40.25 m)Figure 19
Percentage of settlement caused by different reasons when loading intensity is 500 kPa.
(a)
Point A (depth 3.75 m)
(b)
Point E (depth 40.25 m)Figure17 shows that settlement caused by groundwater withdrawal can be much more significant than the other factors, i.e., the self-weight and loading intensity. The percentage of loading-induced settlement decreases with the soil depth, as compared to those between point A and point E. Settlement caused by soil self-weight accounts for almost 30% of the total settlement when the soil is deeply buried. Figure 18 shows that settlement caused by loading and soil self-weight increases with the loading intensity and buried depth. Settlement caused by loading accounts for the largest percentage of total settlement when the loading magnitude is 500 kPa while settlement caused by groundwater withdrawal and self-weight is relatively small (Figure 19).To sum up, land subsidence caused by loading increases with the loading intensity and decreases with the buried depth and the contribution of groundwater withdrawal and self-weight decreases with the loading intensity. Settlement caused by groundwater withdrawal accounts for most of the total settlement and increases with time at the depth of 40.25 m. And settlement caused by loading and soil self-weight decreases with the loading intensity at the same depth. The percentage of settlement caused by soil self-weight decreases with the loading intensity which is smaller than settlement caused by groundwater withdrawal. Settlement caused by soil self-weight accounts for the smallest percentage of total settlement at the depth of 3.75 m at any load intensities.


## 4.1. Ground Settlement Induced by Self-Weight

The ground settlement caused by soil self-weight is calculated by the layer-wise summation method [31]. The aquifer in the study area can be divided into several layers of different thickness h1,h2,h3,…,hn, and the deformations of each layer are S1,S2,S3,…,Sn, and the total ground settlement is
(1)S=∑i=1nSi=S1+S2+⋯+Sn,where S is the total ground settlement, Si is the ground settlement of each layer, i is the number of soil layer, and it can be calculated as
(2)Si=αi1+e0iσzihi,where αi is the compression coefficient of layer i, e0 is the void ratio before compression of layer i, σzi is the additional stress in layer i (kPa), and hi is the thickness of layer i.The study area can be divided into 9 layers and 18 partitions according to the geological investigation. Unconfined aquifer, confined aquifer, and aquitard are distributed from top to the bottom. Settlement is different from layer to layer because of the variation of soil properties. The groundwater levels are 0 m, 7.5 m, and 156.5 m below the ground surface. The calculated ground settlement under different groundwater levels is shown in Table4.Table 4
Ground settlement under different groundwater levels.
Type of aquifer
Settlement in different groundwater depths,D (mm)
D=0m
D=−7.5m
D=−156.5m
Unconfined groundwater
19.3
32.7
32.7
Low permeable layer 1
26.6
43.9
45.9
Iupper
129.8
175.3
226.5
Low permeable layer 2
552.6
667.8
987.4
Ilower
433.2
495.3
792.5
Low permeable layer 3
2619
2878.1
4886.1
II
1655
1769.6
3094.3
Low permeable layer 4
4280
4510.1
8005.5
III
3560
3711.1
6646.2
Total settlement
13275.5
14284
24717


## 4.2. Evolution of Aquifer Settlement with Time

The differential equation governing one-dimensional consolidation theory is as follows:(3)Cv∂2u∂z2=∂u∂t,where Cv is the coefficient of consolidation of the soil, u is the excess pore water pressure, z is the distance measured downward from the surface of the consolidating layer, and t is time [32].The average degree of consolidation can be assumed asU0=10%, 20%, 40%, 60%, 80%, and 90%.
(4)U0=1−8π2e−π2/4Tv+19e−9π2/4Tv+⋯,where Tv=K1+emt/0.1γwσaH2 is the dimensionless time factor and can be derived through U0 and σa. σa=σt–p, where σa is additional stress, σt is total stress, p is the pore water pressure. em is the average void ratio of soil during consolidation, and H, K, and γw are the thickness, permeability, and weight of soil, respectively. The coefficient of compressibility and equivalent coefficient of compressibility can be derived from the following equation [9, 15]:
(5)αi=1+e0Esi,αe=∑i=1nhiαih=∑i=1nhih1+e0Esi,where αe is the equivalent coefficient of compressibility, which is calculated as 0.19 MPa-1. Es is the elastic modulus, hi is the thickness of each soil layer, and h is the total thickness of the aquifer. Consolidation coefficient can be derived by substituting the parameters in Table 1 into the following equation:
(6)Cv=K1+em0.1γwαe=3.58×105cm2a,and the consolidation time can be expressed as follows:
(7)t=H2CvTv≈684Tva.The evolution of ground settlement under different groundwater depths (GWD) is depicted in Table5. Ground settlement under soil self-weight increases with the increase of settling time and groundwater depth.Table 5
Time effect of ground settlement under different groundwater levels.
Degree of consolidation
Time factor
Time (y)
Ground settlement (mm)
GWD=0m
GWD=−7.5m
GWD=−156.5m
0
0
0
0
0
0
10
0.05
34.2
1300
1400
2500
20
0.11
71.8
2700
2900
4900
50
0.29
198.4
6600
7100
12400
80
0.69
472
10600
11400
19800
95
0.99
677.2
12600
13600
23500


## 4.3. Ground Settlement under Different Upper Loads

Numerical analysis was conducted to investigate land subsidence induced by different upper loads. Two scenarios were considered as follows:(1)
The groundwater table is assumed to be 0 m and load intensity is assumed to be 10 kPa, 25 kPa, 35 kPa, 50 kPa, and 80 kPa. Land subsidence of the study area under different load intensities is shown in Figures9 and 10. It can be noted that the ground settlement increases gradually with the load intensity and time. Maximum land subsidence occurs at the surface of soil layers which indicates the depth effect of load intensity. Land subsidence decreases with the buried depth under the same load because the additional stress decreases with the soil depth, while it increases with the load intensity at the same monitoring point. The land subsidence increases linearly with the increase of loading timeFigure 9
Ground settlement under 10 kPa uniform load intensity.Figure 10
Ground settlement under 35 kPa uniform load intensity.Relationships between the upper loading and settlement of point A, point E, and point H in the unconfined aquifer, Ilower confined aquifer, and fourth aquitard were plotted in Figure 11. The load-settlement relationship of point A, point E, and point H, i.e., equation (8), was also plotted in Figure 11. This relationship can be used to predict the land subsidence under different load intensities in the study area. The total land subsidence under different load intensities increases linearly with the load intensity and the depth, while the discrepancy between the real and predicted settlements may become larger under higher loading intensity due to plastic deformation of soil.
(8)y=0.0129x−4×10−9,R2=1.0,y=0.0101x+2×10−7,R2=1.0,y=0.0033x−1×10−8,R2=1.0,where x represents the magnitude of load intensity and y represents land subsidence.
(2)
The groundwater table is assumed to be 4 m with a series variation of load intensity. Three scenarios were assumed, that is, soil self-weight changes linearly and load intensity increases first and then decreases to simulate the rising and falling of the groundwater table (Table6)Figure 11
Variation of ground settlement with loading intensity.Table 6
Load intensity varies with time (unit: kPa).
Plan
Time (y)
1
2
3
4
5
6
7
8
9
10
Π-01
10
20
30
40
50
60
70
80
90
100
Π-02
10
20
30
40
50
50
40
30
20
10
Π-03
10
20
30
10
0
60
25
50
35
35As depicted in Figures12–14, for case Π-01, land subsidence increases with loading time and intensity and decreases with depth. For case Π-02, settlement of soil layers increases with load and then decreases due to the change of load intensity. Settlement changes in a hysteresis way compared to loading. For point A, the ground settlement at the 4th year is 4.2 mm less than the 7th year under the same loading 40 kPa and the ground settlement at the 1st year is 16.7 mm less than the 10th year under the same loading 10 kPa. For case Π-03, the land subsidence changes with loading in each soil layer.Figure 12
Ground settlement changing with time in case Π-01.Figure 13
Ground settlement changing with time in case Π-02.Figure 14
Ground settlement changing with time in case Π-03.


## 4.4. Proportion of Land Subsidence Caused by Different Reasons

Three scenarios were considered including different groundwater levels and upper loadings. Land subsidence induced by different reasons in partition #4 was investigated to emphasize the proportion of land subsidence induced by self-weight, upper loads, and groundwater withdrawal. The land subsidence induced by different reasons are normalized by dividing total ground settlement. For example, the percentage of ground settlement caused by pumping is calculated bySp=St−Ss−Sl/St, where Sp, St, Ss, and Sl are the land subsidence induced by groundwater withdrawal, total ground settlement, the ground settlement induced by soil self-weight, and upper loads, respectively.
(1)
The groundwater level directly decreases from 0 m to 4 m below the ground surface; the loading intensity is 1 kPaComparison of settlement caused by self-weight, upper loading, and groundwater withdrawal is shown in Figure15. Settlement caused by groundwater withdrawal and upper loading dominant from 0 to 200 years almost accounting for 97% of the total settlement. The settlement caused by self-weight gradually increases and reaches to 6.5% of the total settlement. However, settlement caused by drainage is higher than self-weight all the time. Figures 15(a) and 15(b) are the settlement proportions for different reasons at point A (depth 3.75 m) and point E (depth 40.25 m), respectively. Settlement caused by groundwater withdrawal and upper loading accounts for 98% of the total settlement from year 0 to 100. Settlement caused by self-weight is larger than that caused by pumping and loading after 150 years. The settlement caused by soil self-weight accounts for 70% of the total settlement. Analysis shows that settlement caused by groundwater drainage and upper loading dominates within 200 years and settlement caused by self-weight gradually prevails and becomes larger than that of groundwater withdrawal and loading with the increasing depth of aquifers.
(2)
The groundwater level gradually decreases from 0 m to 5 m with a velocity of 0.5 m per year; the loading intensity is 1 kPaFigure 15
Percentage of partial settlement and total settlement at groundwater level 4 m.
(a)
Point A (depth 3.75 m)
(b)
Point E (depth 40.25 m)The comparison of settlement caused by self-weight, loading, and groundwater withdrawal is shown in Figure16. As the groundwater table decreases, the settlement caused by groundwater withdrawal and soil self-weight increases, while load-induced settlement decreases, resulting in an increasing percentage of ground settlement caused by pumping and self-weight (Figure 16(a)). Settlement caused by pumping and loading almost accounts for 95% of the total settlement at the first hundred years. Soil self-weight increases with the increase of depth. Settlement caused by soil self-weight reaches to 60% of the total settlement in a short time which exceeds the settlement caused by groundwater withdrawal and upper loading.Figure 16
Percentage of partial settlement and total settlement with changing phreatic water level.
(a)
Point A (depth 3.75 m)
(b)
Point E (depth 40.25 m)Settlement caused by groundwater withdrawal and self-weight increases with groundwater depth which results in the percentage of settlement caused by loading decreasing at the same time. Settlement caused by groundwater withdrawal has the highest percentage, settlement caused by loading is smaller, and settlement caused by self-weight is the smallest when the aquifer is buried shallow. Settlement caused by self-weight has the highest percentage and settlement caused by drainage is smaller while loading accounts for the smallest when the aquifer is deeply buried.(3)
The initial upper loading is assumed to be 1 kPa and increases to the assumed maximum upper loading of 500 kPa (Table7)Table 7
Variation of groundwater depth and load intensity.
Plan
Load (kPa)
Groundwater depth (m)
10th
20th
30th
40th
50th
60th
70th
80th
90th
100th
IV-01
1
-0.5
-1.0
-5.0
-8.0
-10.0
-15.0
-20.0
-25.0
-30.0
-40.0
IV-02
5
-0.5
-1.0
-5.0
-8.0
-10.0
-15.0
-20.0
-25.0
-30.0
-40.0
IV-03
10
-0.5
-1.0
-5.0
-8.0
-10.0
-15.0
-20.0
-25.0
-30.0
-40.0
IV-04
100
-0.5
-1.0
-5.0
-8.0
-10.0
-15.0
-20.0
-25.0
-30.0
-40.0
IV-05
500
-0.5
-1.0
-5.0
-8.0
-10.0
-15.0
-20.0
-25.0
-30.0
-40.0The upper loading increases gradually to investigate the settlement caused by loading intensity. The groundwater level in the II confined aquifer decreases from 0 m to 40 m below the ground surface in 100 years. Settlement caused by each factor and total settlement are shown in Figures17–19.Figure 17
Percentage of settlement caused by different reasons when loading intensity is 1 kPa.
(a)
Point A (depth 3.75 m)
(b)
Point E (depth 40.25 m)Figure 18
Percentage of settlement caused by different reasons when loading intensity is 10 kPa.
(a)
Point A (depth 3.75 m)
(b)
Point E (depth 40.25 m)Figure 19
Percentage of settlement caused by different reasons when loading intensity is 500 kPa.
(a)
Point A (depth 3.75 m)
(b)
Point E (depth 40.25 m)Figure17 shows that settlement caused by groundwater withdrawal can be much more significant than the other factors, i.e., the self-weight and loading intensity. The percentage of loading-induced settlement decreases with the soil depth, as compared to those between point A and point E. Settlement caused by soil self-weight accounts for almost 30% of the total settlement when the soil is deeply buried. Figure 18 shows that settlement caused by loading and soil self-weight increases with the loading intensity and buried depth. Settlement caused by loading accounts for the largest percentage of total settlement when the loading magnitude is 500 kPa while settlement caused by groundwater withdrawal and self-weight is relatively small (Figure 19).To sum up, land subsidence caused by loading increases with the loading intensity and decreases with the buried depth and the contribution of groundwater withdrawal and self-weight decreases with the loading intensity. Settlement caused by groundwater withdrawal accounts for most of the total settlement and increases with time at the depth of 40.25 m. And settlement caused by loading and soil self-weight decreases with the loading intensity at the same depth. The percentage of settlement caused by soil self-weight decreases with the loading intensity which is smaller than settlement caused by groundwater withdrawal. Settlement caused by soil self-weight accounts for the smallest percentage of total settlement at the depth of 3.75 m at any load intensities.


## 5. Conclusions

The column element settlement model is established to consider the soil anisotropic properties in horizontal direction. The numerical model was calibrated against the monitored data in the study area and then further applied to investigate the percentage of land subsidence induced by soil self-weight, upper loading, and groundwater withdrawal. The main conclusions are summarized below:(1)
The column element settlement model is proposed, and soil parameters from field tests were adopted to the numerical model. The new model can be used to investigate the coupling effect of soil self-weight, upper loads, and groundwater withdrawal on land subsidence
(2)
The predicted land subsidence shows good agreement with the monitored results. Land subsidence caused by soil self-weight increases with time and groundwater depth. Land subsidence increases gradually with the load intensity and time
(3)
Normalized land subsidence was adopted to evaluate the percentage of land subsidence caused by different reasons. Land subsidence caused by groundwater withdrawal prevails through the whole monitoring period except for upper load intensities over 500 kPa. Settlement induced by soil self-weight and upper loads varies with different loadings and depths. The proportion of land subsidence caused by soil self-weight, upper loads, and groundwater withdrawal varies with examining timeThe simulation procedure proposed in this study is quite generic and can be easily extended to simulate more sophisticated soil layer distributions. While a more appropriate soil constitutive model should be developed to satisfy different soil properties due to the complex deformation characteristics, which could be elastic, elastoplastic, and viscoelastic. The percentage of land subsidence induced by groundwater withdrawal is the main culprit for large ground deformation which deserves more attention in practical engineering.



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*Source: 9530135-2019-05-19.xml*