Advances in Civil Engineering
Volume 2019 (2019), Article ID 2706976, 12 pages
https://doi.org/10.1155/2019/2706976

Research Article

Statistical Analysis of Influence of Cover Depth on Loess Tunnel Deformation in NW China

Zhao Hu, Ke Du, Jinxing Lai, and Yongli Xie

School of Highway, Chang’an University, Xi’an 710064, China

Correspondence should be addressed to Jinxing Lai; laijinxing@chd.edu.cn

Received 28 September 2018; Accepted 18 November 2018; Published 3 February 2019

Academic Editor: Emanuele Brunesi

Copyright © 2019 Zhao Hu et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

Abstract.

Loess is a kind of special soil with structure and hydrocollapse behavior; due to the particularity of loess, the deformation regularity of the tunnel in loess shows different characteristics from those in rock. To ensure the safety of construction, crown settlement (CS) and horizontal convergence (HC) are widely used to assess the stability of the tunnel structural system. Based on statistical analysis, this study focused on analyzing the influence of cover depth on the deformation of surrounding rock of loess tunnels by ANOVA, and relationships between them were presented by regression analysis. The achieved results indicated that the influence of cover depth on deformation was not obvious in shallow tunnels, while the cover depth had a significant effect on deformation in deep tunnels. Based on the difference of influence of cover depth on deformation between shallow tunnels and deep tunnels, a method for determining the cover depth threshold (CDT) in the tunnel by statistical analysis was proposed. The horizontal and vertical deformations in shallow tunnels were discrete and obeyed the positive distribution, mainly concentrated within 200 mm. The deformation allowance in shallow tunnels was recommended to be 200 mm. In deep tunnels, as the cover depth increased, the deformation increased linearly, while the CS/HC decreased.

1. Introduction

Loess is widely distributed and accounts for 1/6 of China territory as shown in Figure 1 [1], necessitating the construction of tunnels in loess regions. In recent years, several roads have been built in loess areas in China (e.g., Zhengzhou–Xi’an High-Speed Railway (2010), Yan’an–Xi’an Highway (2016), Baoji–Lanzhou High-Speed Railway (2017), and Datong–Xi’an High-Speed Railway (2021)). Therefore, loess tunnels are springing up in the loess regions of China [2, 3]. China loess is characterized by structure, macroporous loess, low plasticity indices, low moisture content, short-range bonds, and decreasing the shear strength upon saturation [4–11].

Figure 1: Outline of major loess deposits in China [1].

Due to the particularity of loess, the deformation regularity in loess tunnels shows different characteristics from those in rock tunnels [12–17]. Deformation has four characteristics: scientific, timeliness, reliability, and convenience, and is widely used to evaluate tunnel stability and ensure construction safety [18–25]. The deformation of surrounding rock in loess is mainly affected by water content, cover depth, construction method, and construction procedure [26]. During the tunnel construction in loess ground, the sequential excavation method (SEM) is widely applied to promote the tunnel face stability, such as both-side drift method (BSDM), bench excavation method (BEM), central diaphragm method (CD), and cross diaphragm method (CRD), as shown in Figure 2. The BEM is adopted in the regions with ordinary surrounding rock, while the CD and CRD are mainly used in the sections with weathering rock, poor geology, or tunnel portal. SEM is very effective in controlling deformation. The deformation undergoes expansion and stabilization stages and needs longer time for stability. With passing the time, the surrounding rock gradually tends to be stable, and the stability time of surrounding rock is different under different grades [27–29]. The crown would create the whole settlement after excavation, and the differential settlement is little between the crown and the walls [30–33]. In addition, the deformation of crown settlement (CS) is greater than that of horizontal convergence (HC). When the initial support is closed into rings, the displacement around the tunnel would not increase any longer [34, 35]. The ultimate deformation of loess tunnels is larger than that of the general soil tunnels, and the large deformation reflects the weakness of the primary support of structure [36]. Due to the lack of comprehensive research methods, the understanding of loess deformation regularity is still insufficient so the deformation trend with time is often used to evaluate tunnel stability [37–40].

(a)

(b)

(c)

(d)

Figure 2: Excavation methods (number is excavation order). (a) BEM. (b) BSDM. (c) CRD. (d) CD.

Cover depth is the distance from the crown of tunnel to the ground [41]. Based on engineering experience, cover depth is used to choose calculation methods of surrounding rock pressure and is one of the major factors affecting the deformation of surrounding rock [42–45]. Statistical analysis, as an important approach to study regularity, is widely used to analyze monitoring data of deformation in rock tunnels, whereas rarely in loess tunnels [46–48]. This paper studies the influence of cover depth on the deformation of surrounding rock of loess tunnels by ANOVA and relationships between them were presented by regression analysis, providing a more reliable theoretical basis for the deformation law of surrounding rock in the design and construction of loess tunnels.

2. Methodology

The deformation processing was different between BEM and those with the temporary support sidewall (CRD, CD, BSDM, etc.). Thus, only the statistical data made up of CS and HC basing on BEM was analyzed [49, 50]. The settlement and convergence monitoring points by BEM are shown in Figure 3.

Figure 3: Tunnel deformation monitoring by BEM.

The data of the 22 tunnels used in this paper were from the papers of Zhao et al. [51], Hu [36], and Li et al. [26]. Table 1 and Figure 1 showed an overview of the part loess tunnel, which was published on journals or monographs publicly. To eliminate the influence of the difference of sandy loess and clayey loess on the deformation results, the research objects were all sandy loess. Finally, the data of 62 sections would be analyzed. Grouping and classifying at the level of effective factors, the data are listed in Table 2.

Table 1: Overview of part loess tunnels [26, 36, 51].

Number
Tunnel
Loess types
Span (m)
Excavation method

1
Zhangmao
Q2 CL
15.2
BEM

2
Hejiazhuang
Q2 CL
15.2
BEM

3
Hanguguan
Q3 SL
15.2
CRD and BEM

4
Wenxiang
Q2 CL
15.2
BSDM

5
Pandong
Q3 SL
15.2
CRD

6
Taicun
Q3 SL
15.2
CRD

7
Qindong
Q3 SL, Q1 CL, Q1 SL
15.2
BSDM + BEM

8
Tongluochuan
Q3 SL, Q1 CL, Q1 SL
15.2
CRD and CD

9
Gaoqiao
Q3 SL, Q2 SL
15.2
BEM

10
Taohuayu
Q2 SL
17.3
BEM

11
Xixian
Q2 CL
12.2
BEM

12
Yuanyanghui
Q3 SL
12.2
BEM

13
Qingpita
Q3 SL
12.2
BEM

14
Mizhi number 1
Q3 SL
12.77
BEM

15
Dunliang
Q2 CL
17.31
BEM

16
Liujiaping
Q2 CL
12.26
BEM

17
Humaling
Q3 SL
13.6
BEM

18
Dayushan
Q3 SL
12.2
BEM

19
Nanershilipu
Q3 SL
15.2
BEM

20
Anding
Q3 SL
15.2
BEM

21
Sujiachuan
Q3 SL
15.2
BEM

22
Wangjiagou
Q3 SL
15.2
BEM

Q₂: Middle Pleistocene. Q₃: Late Pleistocene. SL: sandy loess. CL: clayey loess. BSDM: both-side drift method. BEM: bench excavation method. CD: central diaphragm method. CRD: cross diaphragm method.

Table 2: Data of deformation.

Cover depth (m)
Span (m)
CS (mm)
HC (mm)

10
6.2
11.88
5.95

10
6.2
11.55
5.82

10
15.2
93
—

10
15.2
168
—

32
12.26
13
15

32
12.26
—
12

32
12.26
14
18.3

32
15.2
87
—

32
15.2
72
—

32
15.2
—
45

32
15.2
—
36

32
15.2
92
50

32
15.2
80
37

32
15.2
157
60

32
15.2
151
56

32
15.2
103
54

32
15.2

62

32
15.2
80
44

32
15.2
101
24.85

45
12.26
18.39
10.08

45
12.26
11
12

45
12.26
32
10

45
12.26
—
22

90
17.31
98.4
118

90
17.31
105
113

90
17.31
98
–

90
17.31
107.6
116.6

90
17.31
106.4
100.8

90
17.31
119.2
122.4

90
17.31
110.2
124

90
17.31
74
146.4

90
17.31
63
133.4

90
17.31
86
138.4

90
17.31
77
143.2

95
15.2
67
60

95
15.2
83
65

95
15.2
59
57

95
15.2
75
59

100
12.26
166.6
277.3

100
12.26
171
222.8

100
12.26
228.4
274.2

100
12.26
165
179.4

100
12.26
200.6
164.6

100
12.26
71.2
107.2

100
12.26
56.8
87

100
12.26
49.8
73.6

110
15.2
150
105

110
15.2
146
54

110
15.2
147
60

110
15.2
143
40

110
15.2
155
86

110
15.2
159
66

110
15.2
131
29

110
15.2
145
—

175
15.2
111
167

175
15.2
95
119

175
15.2
94
149

175
15.2
98
151

175
15.2
77
126

175
15.2
120
—

195
15.2
124
158

210
15.2
219
289

indicates no data.

The deformation data classified by approximate depth and span have 4 spans and 8 depth levels. The data of Table 2 are count in accordance with the two factors cover depth and span, and the result is presented in Table 3. The analysis of variance (ANOVA) was used to study whether the tunnel deformation was significantly different at different levels under specific spans, to study whether the influence of cover depth on deformation was significant. The probability of 0.05 and the corresponding F value were used to determine the significance. When the influence of cover depth on deformation was not significant, the distribution characteristics of the deformation would be studied. When the influence was significant, regression analysis would be used to predict the function relationship between depth and deformation. In the regression analysis, the linear equation was used to predict the influence of single factor on the deformation. Figure 4 displayed the statistical analysis procedure.

Table 3: Distribution of data on cover depth and span.

Span
Cover depth

10
32
45
90
95
100
110
175

6.2
2
—
—
—
—
—
—
—

12.26
—
3
4
—
—
8
—
—

15.2
2
12
—
—
4
—
8
6

17.3
—
—
—
11
—
—
—
—

indicates there are 2 data when the cover depth is 10 m and the span is 6.2 m. indicates no data when the cover depth is 32 m and the span is 6.2 m.

Figure 4: Approach of the statistical analysis.

SPSS was used for statistical analysis.

Steps of ANOVA:

(1)Establish test hypothesis.

(i)H0: the mean values of the cover depth levels are equal(ii)H1: the mean values of the cover depth levels are not equal or incomplete(iii)The test level is 0.05

(2)Calculate the F value(3)Determine the P value and make an inference result

Steps of the regression analysis:

(1)According to the data of cover depth and deformation, the regression equation is initially set(2)Solving regression coefficient(3)Perform a correlation test and determine the correlation coefficient(4)After meeting the relevant requirements, the regression equation and the specific conditions can be combined to determine the trend of the deformation with the cover depth, and the confidence interval of the predicted value can be calculated

3. ANOVA and Significance Test

3.1. Significance Analysis between Deformation and Cover Depth at 15.2 m Span

Figure 5 showed the statistical results of mean of deformation on CS and HC. There were great differences in deformation under different span and depth. All deformations were within 250 mm.

(a)

(b)

Figure 5: Variation of deformation with cover depth.

Figure 6 and Table 4 listed the results of the ANOVA. For CS, when the difference in cover depth was 10 m and 32 m, the probability that the deformation was at the same level was and . At these cover depth levels, there was no significant difference in deformation. However, when the cover depth was at 32 m, 95 m, 110 m, and 175 m, and the probability that the deformation was at the same level was and . At these cover depth levels, there was significant difference in deformation.

Figure 6: The results of ANOVA.

Table 4: ANOVA of deformation with different cover depth levels.

Span
Cover depth levers
F
F crit
P
Significance

CS

12.2
32, 45
0.77
10.13
0.445
Not sig.

45, 100
8.12
5.12
0.019
Sig.

15.2
10, 32
1.13
4.96
0.312
Not sig.

32, 95, 110, 175
17.74
2.99
≤0.001
Sig.

HC

12.2
32, 45
0.18
6.61
0.668
Not sig.

45, 100
14.98
4.96
0.003
Sig.

15.2
32, 95, 110, 175
34.63
3.03
≤0.001
Sig.

For HC, when the cover depth was at 32 m, 95 m, 110 m, and 175 m, the probability that the deformation was at the same level was and F = 34.63 > F crit = 3.03. At these cover depth levels, there was significant difference in deformation.

When the cover depth was less than 32 m, the influence of the cover depth on the deformation was not significant. While the cover depth changed from 32 m to 175 m, the variation of the cover depth had a significant influence on the deformation.

3.2. Significance Analysis between Deformation and Cover Depth at 12.26 m Span

Figure 6 and Table 4 listed the results of the ANOVA. For CS, when the difference in cover depth was 10 m and 32 m, the probability that the deformation was at the same level was and F = 0.77 < F crit = 10.13. At these cover depth levels, there was no significant difference in deformation. However, when the cover depth was at 45 m and 100 m, the probability that the deformation was at the same level was and F = 8.12 > F crit = 5.12. At these cover depth levels, there was significant difference in deformation.

For HC, when the difference in cover depth was 10 m and 32 m, the probability that the deformation was at the same level was and F = 0.18 < F crit = 6.61. At these cover depth levels, there was no significant difference in deformation. However, when the cover depth was at 45 m and 100 m, the probability that the deformation was at the same level was and F = 14.98 > F crit = 4.96. At these cover depth levels, there was significant difference in deformation.

When the cover depth was less than 45 m, the influence of the cover depth on the deformation was not significant. While the cover depth changed from 45 m to 100 m, the variation of the cover depth had a significant influence on the deformation.

3.3. Discussions on ANOVA

It could be seen from the results of ANOVA that the change of the cover depth on the deformation had no significant influence in the shallow tunnels, while had a significant influence on the deep tunnels. In deep tunnels and shallow tunnels, cover depth had different effects on deformation.

This was because the surrounding rock pressure in the shallow tunnel was dominated by loose surrounding rock pressure, and the loose pressure had a large dispersion, which means that the tunnel deformation was random with the change of cover depth. While in the deep tunnel, the surrounding rock pressure was mainly deformation pressure. And in the shallow crust less than 500 m, the vertical stress was dominated by the rock mass and increased linearly with the increase of cover depth. This characteristic of the surrounding rock pressure was manifested by a linear increase in deformation as the depth increased [52, 53].

Due to the difference of surrounding rock pressure between shallow tunnels and deep tunnels, different calculation methods were used in tunnel structure calculations [41]. And the depth used to determine whether a tunnel is a deep tunnel or a shallow tunnel is called cover depth threshold (CDT).

According to the difference of the significance level of cover depth to the deformation of deep tunnel and shallow tunnel, a method for determining the CDT by using the statistical method was proposed. When cover depth had no significant effect on deformation, it was a shallow tunnel. When cover depth had a significant effect on deformation, it was a deep tunnel.

4. Regression Analysis

According to the ANOVA, the deformation of surrounding rock of the loess tunnel was related to cover depth. To find the relationship between the deformation of the surrounding rock and cover depth, further regression analyses were needed. Linear regression is extensively used in regression analysis and is the major method. Firstly, the scatter plot of surrounding rock deformation with influencing factors was proposed. Then, the estimated relationship could be obtained. Finally, the hypothesis test would be used to determine if the function relation was appropriate.

4.1. Regression Analysis between Deformation and Cover Depth at 15.2 m Span

4.1.1. Linear Regression between CS and Cover Depth at 15.2 m Span

Figure 7 shows the scatter plot between CS and cover depth at 15.2 m span. It demonstrated that the CS increased as the cover depth increased. Considering the linear trend, the linear correlation coefficient was 0.616, and the regression equation is as follows:

Figure 7: Linear regression between CS and cover depth at 15.2 m span.

t-test was used for hypothesis testing H₀: β₁ = 0. The results were t∗ = 3.046 > t (0.05) = 2.365 and P value = 0.019 < 0.05 = α. There was a sufficient evidence at the 0.05 significance level to conclude that there was a linear relationship in the population between the cover depth and CS.

4.1.2. Linear Regression between HC and Cover Depth at 15.2 m Span

Figure 8 shows the scatter plot between HC and cover depth at 15.2 m span. It showed that the HC increased as the cover depth increased. Considering the linear trend, the linear correlation coefficient was 0.830, and the regression equation is as follows:

Figure 8: Linear regression between HC and cover depth at 15.2 m span.

t-test was used for hypothesis testing H₀: β₁ = 0. The results were t∗ = 9.5 > t (0.05) = 2.447 and P value = ≤ 0.001 < 0.05 = α. There was sufficient evidence at the 0.05 significance level to conclude that there was a linear relationship in the population between the cover depth and HC.

4.1.3. Regression Analysis between CS/HC and Cover Depth at 15.2 m Span

To take in further analysis of the relation between deformation and cover depth, the characteristic of the data on the CS/HC from the on-site and the equation was explored. The equation of the CS/HC varying with cover depth could be obtained by the fitting equation (1) CS and equation (2) HC. The new function is as follows:

Equation (3) was fitted with the function being similar in form of y = a + b/(c + x). Nonlinear regression was carried out with SPSS software package, and the fitting equation was obtained as follows:

When the span was 15.2 m, the cover depth varied from 90 to 175 m, comparing the graph of equation (3) regarded as theoretical curve and equation (4) regarded as regression curve, and the result is plotted in Figure 9. When the cover depth was below 90 m, the difference between the two curves was large. However, as cover depth increased, both curves experienced the same trend, and the CS/HC decreased and gradually tended to a constant under enough depth.

Figure 9: Comparison between theoretical curve and regression curve on relation of CS/HC with cover depth at 15.2 span. The graph of equation (3) was regarded as the theoretical curve, and the graph of equation (4) was regarded as the regression curve.

4.2. Regression Analysis between Deformation and Cover Depth at 12.26 m Span

4.2.1. Linear Regression between CS and Cover Depth at 12.26 m Span

Figure 10 shows the scatter plot between CS and cover depth at 12.26 m span. It demonstrated that the CS increased as the cover depth increased. Considering the linear trend, the linear correlation coefficient was 0.622, and the regression equation is as follows:

Figure 10: Linear regression between CS and cover depth at 12.26 span.

t-test was used for hypothesis testing H₀: β₁ = 0. The results were t∗ = 4.625 > t (0.05) = 2.149 and P value = 0.047 < 0.05 = α. There was sufficient evidence at the 0.05 significance level to conclude that there was a linear relationship in the population between cover depth and CS.

As vertical joints being developed, the earth pressure in the loess stratum increased with the increasing cover depth and the deformation after excavation increased correspondingly.

4.2.2. Linear Regression between HC and Cover Depth at 12.26 m Span

Figure 11 shows the scatter plot between HC and cover depth at 15.2 m span. It showed that the HC increased as the cover depth increased. Considering the linear trend, the linear correlation coefficient was 0.711, and the regression equation is as follows:

Figure 11: Linear regression between HC and cover depth at 12.26 m span.

t-test was used for hypothesis testing H₀: β₁ = 0. The results were t∗ = 6.280 > t (0.05) = 3.365 and P value = 0.004 < 0.05 = α. There was sufficient evidence at the 0.05 significance level to conclude that there was a linear relationship in the population between cover depth and HC.

4.2.3. Regression Analysis between CS/HC and Cover Depth at 12.26 m Span

To take in further analysis of the relation between deformation and cover depth, the characteristic of the data on the CS/HC from the on-site and the equation would be explored. The equation of the CS/HC varying with cover depth could be obtained by the fitting equation (5) CS and equation (6) HC. The new function is as follows:

Equation (7) was fitted with the function being similar in the form of y = a + b/(c + x). Nonlinear regression was carried out with SPSS software package, and the fitting equation was obtained as follows:

When the span was 12.26 m, the cover depth varied from 45 to 100 m, comparing the graph of equation (7) regarded as theoretical curve and equation (8) regarded as regression curve, and the result is plotted in Figure 12. When the cover depth was below 55 m, the difference between the two curves was large. However, as cover depth increased, both curves experienced the same trend and the CS/HC decreased and gradually tended to a constant under enough depth.

Figure 12: Comparison between theoretical curve and regression curve on relation of CS/HC with cover depth at 12.26 m span. The graph of equation (7) was regarded as the theoretical curve, and the graph of equation (8) was regarded as the regression curve.

4.3. Discussions on Regression Analysis

In the deep tunnel, as the cover depth increased, the deformation also increased, and the deformation had a linear function relationship with the cover depth. Figures 9 and 12 indicated that, with the increment of cover depth, the difference between theoretical curves and regression curves decreased. Hence, the function relationship was more applicable. However, with decrease in the cover depth, the difference between these two curves increased, and the function relationship between the cover depth and the deformation was gradually not applicable. The results further verified the randomness of deformation data in the shallow tunnel.

As loess has inherent strength, the vertical load of surrounding rock in the shallow tunnel was smaller than that in the deep one, and the vertical deformation was larger than the horizontal one. With the increase of tunnel depth, the soil pressure increased as well, and the initial stress was gradually dominated by tectonic stress, causing the increment of horizontal and vertical deformations [54–59]. Finally, horizontal and vertical deformations tended to be equal and CS/HC tends to be a constant.

5. Distribution of Deformation of the Shallow Tunnel

The data of loess tunnel deformation were discrete within 10 m to 30 m, and their histograms are described in Figure 13.

(a)

(b)

Figure 13: Histograms of tunnel deformation and normal distribution curve.

Figure 13 demonstrates that the tunnel deformation got close to a normal distribution in the shallow tunnel. One-sample Kolmogorov–Smirnov test was used for the normal distribution. For CS, Dn = 0.088 < D97, 0.05, = 0.138, Asymp. Sig. = 0.440 > 0.05, and the data of CS were a good fit with the normal distribution. Moreover, for HC, Dn = 0.088 < D70,0.05, = 0.163, Asymp. Sig. = 0.547 > 0.05, and the data of HC were also a good fit with the normal distribution. Therefore, the descriptive parameters of the normal distribution could be used to study the regularity of deformation. The mean of CS was 105.4 mm, the standard deviation was 51.6 mm, and the coefficient of variance was 0.49. The mean of HC was 96.396 mm, the standard deviation was 61.139 mm, and the coefficient of variance was 0.63. There was a great discreteness in deformation data, 95% of CS data were within 190.3 mm, and 95% of HC data were less than 196.9 mm.

The horizontal and vertical deformations were mostly within 200 m in shallow tunnels. Therefore, the deformation allowance was recommended to be 200 mm.

6. Conclusions

(1)The influence of cover depth on deformation is significant in deep tunnels while is not significant in shallow tunnels. According to the difference of significance level on deformation between deep and shallow tunnels, a method defining the CDT in the tunnel by statistical methods is put forward by investigating whether the influence of tunnel depth on the deformation of surrounding rock is significant or not.(2)In the deep tunnel, the deformation increases with the increase of cover depth, and the deformation has a linear function relationship with the cover depth. With the increment of cover depth, the CS/HC decreases and gradually tends to be a constant.(3)In the cover depth of 10 to 30 m, the data of loess tunnel deformation are discrete and get close to a normal distribution. And the CS is mostly within 190.3 mm, and the HC is 196.9 mm. The amount of deformation in the loess tunnel is larger than that of in the rock tunnel, and the reserved deformation should be increased in tunnel design.(4)The conclusion of statistical analyses can provide the statistical characteristics of the parameters of the random variables of tunnel surrounding rock for engineering reliability analysis. Variable parameter is the important support for probability design, and probability design is the development direction of tunnel and underground structures.

Data Availability

The data used to support the findings of this study are available from the corresponding author upon request.

Conflicts of Interest

The authors declare that they have no conflicts of interest.

Acknowledgments

This work was financially supported by the Science and Technology Project Plan of Traffic Construction in the West of China (Nos. 2001 318 000 21, 2007 318 000 18, and 2014 318 J27 210), the Brainstorm Project on Social Development of Shaanxi Provincial Science and Technology Department (No. 2016SF-412), and National Key R&D Program of China (No. 2017YFC0805306).

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