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Impact of fully rotating steel casing bored pile on adjacent tunnels

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Veröffentlicht/Copyright: 16. Februar 2024
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Open Geosciences
Aus der Zeitschrift Open Geosciences Band 16 Heft 1

Abstract

Based on the theoretical model of a soil plug column, the stress analysis of the soil plug column during the spinning process of steel casing is carried out, and the critical depth of the soil column is determined using the stress and torsional shear ratio of the soil column. The effect of factors such as casing wall thickness, surface load, and steel casing spinning speed on the critical depth of soil columns has been explored, and more reasonable construction process parameters have been obtained quantitatively. Combined with the construction of small net distance test piles at a distance of 2.5 m from the tunnel, the impact of the construction process on the existing shield tunnel has been explored. The results indicate that during the construction process, when the wall thickness of the steel casing does not exceed 0.012 m, the surface load does not exceed 15 kPa, the spinning speed of the steel casing is maintained at 5/4/2/4 m/h or 5/3/2/3 m/h (corresponding to soil depths of 2.5/9.5/6/14 m), and the soil height of the soil column is controlled within 11 m, it is not easy to generate soil plug inside the steel casing, and the soil column has strong torsional shear resistance. According to the measured data of adjacent tunnels, it has been found that the construction method of fully rotating steel casing bored pile can effectively reduce the impact on adjacent shield tunnels, and has a good microdisturbance effect, which can control tunnel deformation not exceeding 1 mm and maintain within the warning value range.

Keywords: steel casing; fully rotating bored pile; critical depth of soil column; quantification; minor disturbances

1 Introduction

In recent years, with the continuous development of world urbanization, a large number of pile foundation projects have inevitably appeared around rail transit lines. For example, there are pile foundation construction projects on the side of existing shield tunnels, and the impact of pile foundation construction on adjacent tunnels is becoming increasingly prominent. Obviously, the construction of a pile foundation is prone to disturb the surrounding soil, resulting in significant additional stress on adjacent tunnels, resulting in problems such as misalignment, uneven settlement, damage to pipe segments, and leakage of water in the tunnel structure. Domestic and foreign scholars mainly studied the impact of pile foundation construction on adjacent tunnels based on the analytic solution method, model test, numerical simulation, and field measurement.

Analytical solution methods are widely used in analyzing the impact of pile foundation construction on tunnels. Song et al. [1] analyzed the impact of different construction sequences of pile groups on multiple existing shield tunnels through theoretical analysis and numerical simulation methods, and obtained a relatively optimal construction sequence plan for pile groups. Based on the extended shear displacement method and the two-parameter elastic foundation beam model, Wang et al. [2] proposed a simplified analytic solution of tunnel longitudinal settlement caused by an axial load of the single pile or pile group, and verified the analytic solution with three-dimensional finite element analysis method. The research results show that the proposed analytic solution can be easily used for the preliminary estimation of tunnel longitudinal settlement caused by the axial load of the single pile or pile group. In order to clarify the impact of pile foundation construction on the lateral stress and deformation characteristics of tunnel segments, Zhang et al. [3] proposed a method for calculating the additional confining pressure caused by the construction of bridge pile steel sleeves in existing tunnels, and conducted three-dimensional numerical simulation analysis of tunnel segments based on the shell spring model. The research results indicate that pile foundation construction can cause the lateral rotation of tunnel segments to occur first clockwise and then counterclockwise. Based on the pile foundation engineering of a nearby subway tunnel in Hangzhou, Ding et al. [4] combined the Mindlin solution with a two-stage analysis method to solve the additional stress and longitudinal deformation of the existing tunnel caused by pile foundation construction. The research results show that the existing tunnel undergoes a process of first uplift, then settlement, and finally deformation and stability. The side friction caused by pile foundation construction is the main factor causing the deformation of the adjacent tunnel. Although analytical solutions have the characteristics of simplicity and convenient engineering applications, their applicability may be greatly reduced due to the fact that the derivation process of analytical solutions generally requires the introduction of a large number of assumptions.

The model testing method is also an important method for analyzing the impact of pile foundations on tunnels. Kong et al. [5] used indoor model tests and finite element numerical calculation methods to study the impact of pile foundation construction on adjacent existing tunnels. In the study, two variables, namely, the distance between the pile and tunnel and the pile top load, were mainly considered. Weng et al. [6] mainly considered the pile top load and the distance between the pile and tunnel, and used a centrifugal model to test the impact of the pile foundation loading process on adjacent existing tunnels. The research results showed that the deformation of the tunnel caused by the pile top load is mainly caused by longitudinal settlement deformation, and the lateral deformation is relatively small. Jin et al. [7] mainly considered the pile length, the distance between pile and tunnel, and relative depth between pile and tunnel and conducted research on the impact of pile foundation loading on adjacent existing tunnels using centrifugal model tests and numerical simulations. The research results show that the longitudinal bending moment of the tunnel decreases with an increase of the distance between the pile and tunnel. When the pile and tunnel are at the same depth, the longitudinal bending moment of the tunnel is the largest. When the pile end is above the tunnel, the longitudinal bending moment of the tunnel is greater than when the pile end is below the tunnel. Mahajan et al. [8] used a scaled model test to study the effect of pile foundation loading on adjacent tunnels at different distances between the pile and tunnel. The research results showed that when the distance between the pile and tunnel exceeds 12 times the pile diameter, the effect of pile foundation loading on adjacent tunnels is relatively small. The model testing process is generally unable to simulate complex on-site construction environments and construction steps, which makes the corresponding research results less valuable for promotion.

Among all the methods for evaluating the impact of pile foundations on tunnels, the numerical calculation method is the most widely used method. Yoo [9] used a three-dimensional finite element method to simulate the impact of pile-supported bridge construction on the tunnel. The research results showed that when the horizontal net distance between the pile and tunnel is less than 1.0 times, the tunnel diameter and the vertical net distance is less than 0.5 times the tunnel diameter, the impact of pile-supported bridge construction on the tunnel can be ignored. On the basis of summarizing a series of three-dimensional numerical calculation results, Lueprasert et al. [10] proposed an evaluation method for tunnel deformation, which includes the maximum lateral shrinkage rate and maximum elongation in the longitudinal direction of the tunnel. Considering a nearby construction project as the background, Lv [11] used numerical simulation methods to analyze the impact of bridge pile foundation construction on the internal force and displacement of the tunnel structure, so as to further optimize the bridge design and construction plan and reduce the impact of nearby construction. Considering the Mrta tunnel project as the background, Heama et al. [12,13] used a three-dimensional finite element numerical calculation method to clarify the impact of pile foundation loading on existing tunnels. The research results indicate that when the horizontal net distance between piles and tunnels is greater than 3.5 m, the influence of tunnel deformation and additional stress is relatively small, and the tunnel deformation and additional stress increase with the increase of the number of loaded pile foundations. Taking the tunnel project of Wuxi Metro Line 2 as the background, Liu et al. [14] used the finite element numerical calculation method to study the influence mechanism of static piling on the tunnel structure. The research results showed that static piling will lead to compression deformation in the transverse direction and tensile deformation in the longitudinal direction of the existing tunnel. Nematollahi and Dias [15] compared the performance of different soil constitutive models in calculating the impact of pile foundation loading on tunnels, and the research results showed that the Mohr Coulomb model is not suitable for this type of calculation. Heama et al. [16] compared the performance of 3D finite element and 2D finite element techniques in calculating the impact of pile foundation loading on tunnels. The research results showed that if only the tunnel response is concerned, the 2D finite element calculation method can be used. If pile foundation responses also need to be considered, the 3D finite element calculation method must be used. Lueprasert et al. [17] used numerical calculation methods to study the effect of pile foundation loading at different pile end positions on adjacent tunnels. Wang and Yuan [18] used numerical calculation method and field test method to study the interaction mechanism between piles and shield machines. Lin et al. [19] used a new numerical calculation method to compare the impact of the construction of static pressure piles, bag grouting piles, and bored piles on the surrounding strata. The results showed that the construction of bored piles had the least disturbance to the surrounding strata, bag grouting piles, and the construction of static pressure piles will cause the greatest disturbance to the surrounding strata. Although numerical calculation methods are widely used, the accuracy and reliability of the calculation results have a great relationship with the experience of the calculation personnel.

The on-site monitoring method is also a very important means to clarify the impact mechanism of pile foundation construction on tunnels. Huang et al. [20] combined steel casing and mud circulation soil sampling methods to reduce the impact of bored pile construction on adjacent tunnels. Zuo et al. [21] used on-site measurement methods to study the impact of punching pile construction on the surrounding soil. The results showed that the horizontal and vertical effective influence range of punching pile construction is three times the pile diameter, and the corresponding stress effect is smaller compared to the displacement effect. Xu and Wang [22] studied the adverse impact of adjacent pile foundation construction on the shield tunnel by using the on-site monitoring method. The research results showed that the maximum displacement of the tunnel segment occurs on the profile corresponding to the test pile. The segment mainly occurs with horizontal displacement, and the settlement is about 0.5 times of the horizontal displacement. Considering the viaduct reconstruction project of Beitang Road in Hangzhou as the background, combined with on-site measured data, Ding et al. [23] analyzed the impact of full casing bored pile construction on adjacent tunnels. The research results showed that during pile foundation construction, the displacement of the upper soil layer is relatively large, which has a significant impact on the settlement of the shallower buried roadbed, while the displacement of the deep soil layer is relatively small, which has a relatively small impact on the deeper buried tunnels. In order to improve the protection effect of subway tunnels, Wang et al. [24] used on-site measurement methods to study the deformation characteristics of subway caused by pile foundation construction under different net distances and pile foundation types. The research results showed that when the net distances between piles and tunnels were 5, 12, and 20 m, full casing-full rotation, full rotation-half casing, and conventional rotary-drilling rig construction techniques should be used, respectively. Based on on-site measured data, Benoto bored pile and mud circulation soil sampling technology were used for pile foundation construction. Gao et al. [25] evaluated the impact of pile construction on adjacent tunnels. Considering the Changzhou tunnel project as the background, Yang et al. [26] used on-site measured data to analyze the disturbance mechanism of near distance pile foundation construction on adjacent tunnels. The research results showed that the main construction impact range of casing piles is six times the pile diameter.

Based on the existing research results, the current research mainly focuses on the impact of pile foundation loading on adjacent tunnels. However, in practical engineering, the engineering community is more concerned about the impact of pile foundation construction on adjacent tunnels, especially how to adopt effective construction parameters to control the impact on tunnels. Although the construction technology of steel casing bored pile has little impact on adjacent buildings and structures, the protection of surrounding buildings and structures during the construction process cannot be ignored for small net distance conditions. This study aims to conduct a quantitative study on the construction of small net distance full rotary steel casing bored piles in conjunction with Hangzhou Metro Line 1. The objective is to establish appropriate construction process parameters through theoretical calculations, thereby minimizing the adverse effects of soil disturbance on the existing tunnel during construction.

This study seeks to formulate a theoretical model for soil plug columns and assess the influence of fully rotating steel casing bored piles on soil subjected to varying construction factors. The objective is to ascertain more rational construction process parameters. Furthermore, by integrating on-site pile testing construction and monitoring data from adjacent tunnels, we investigate the effects of cast-in-place pile construction on nearby existing shield tunnels.

2 Project overview

As shown in Figure 1, the project is located in Hangzhou, Zhejiang Province, China. The exhibition center project includes eight steel structure exhibition hall main buildings, one central corridor, two login halls in the east and west, an underground parking garage, and three connecting passages connecting the north and south underground warehouses. The foundation form of this project is the pile raft foundation, which supports the basement pile foundation in the exhibition hall and subway protection area using the construction process of fully rotating steel casing bored pile, while the ordinary basement uses prestressed high-strength concrete pipe piles. The Hangzhou Metro Line 1, which has been put into operation, runs across the whole building from the central corridor. As shown in Figure 2, the foundation pit is divided into three parts, namely, the non-subway protection area, the subway protection area, and the connecting passage area.

Figure 1 Project location [27,28].
Figure 1

Project location [27,28].

Figure 2 Layout plan of the exhibition hall and metro line.
Figure 2

Layout plan of the exhibition hall and metro line.

The diameter of the subway shield tunnel is 6 m, and the minimum net distance between the two tunnels is about 6 m. The distance from the ground to the top of the tunnel is approximately 12 m, while the minimum clearance between the bored pile and the tunnel is 2.5 m. Considering the requirements for minor disturbance construction in the subway protection area and the presence of thick sandy silt and silty clay layers in the area, the traditional mud protection wall drilling and pouring pile technology can easily lead to shrinkage or slot wall collapse, thereby affecting the safety of tunnel operation [24]. Therefore, this project plans to use fully rotating steel casing bored piles [3,23], which have a minimum length of 75 m and a diameter of 1 m. Additionally, a 32 m-long steel casing will be employed for the upper section. The engineering profile is shown in Figure 3, and the geological conditions within the construction range of the steel casing are shown in Table 1.

Figure 3 Geological profile.
Figure 3

Geological profile.

Table 1

Soil layer-related parameters

Soil layer name Thickness z (m) Elastic modulus E (MPa) Unit weight γ (kN/m3) Poisson’s ratio μ Cohesive force c (kPa) Internal friction angle φ (°)
Plain fill 0.5 3.0 18.6 0.20 10.0 20.0
Sandy silt 31.5 10.0 20.0 0.25 9.8 31.0
Silty clay 32.0 8.0 20.0 0.31 42.0 21.0
Calcareous siltstone 56.0 300.0 20.0 0.30 200.0 32.0

The primary challenge presented by this project is the net distance of 2.5 m between the bored pile and the tunnel. Throughout the construction phase, several factors, including ground overload, soil stress release during hole formation, the speed of hole formation, and the uninterrupted operation of the subway, can significantly affect the subway tunnel. Hence, a careful selection of appropriate construction parameters for bored piles is of utmost importance in order to minimize the adverse effects caused by the construction of closely spaced bored piles on existing shield tunnels.

3 Analysis of construction technology for bored piles

3.1 Theoretical model of the soil plug column

In this study, the potential occurrence of soil blockage during the rotation and compression process of the steel casing, known as the soil plug column, is investigated. First, it is necessary to determine the relationship between the cumulative vertical compressive stress of the soil column at different depths of the steel casing and the soil layer stress through force analysis. This article mainly considers the influence of the casing wall thickness and surface load on the vertical compressive stress during the rotation and compression process of the steel casing. Additionally, the study aims to determine whether the soil plug column is prone to torsional shear failure during this process, and it is necessary to determine the relationship between the cumulative torsional shear moment of the soil plug column at different depths and the torsional shear strength of the soil column through force analysis, so as to determine the critical depth corresponding to the shear of the soil column.

The stress analysis of the soil plug column corresponding to the spinning depth z of the steel casing is as follows [1]:

(1) A d P i = ∑ i = 1 n a 3 1 + k i 3 E i t D + μ i 1 − μ i P i tan φ i + c i U d z i + γ i A d z i .

Let

(2) Ξ 1 i = a 3 1 + k i 3 E i t D tan φ i U + c i U + γ i A ,

(3) Ξ 2 i = a 3 1 + k i 3 μ i 1 − μ i tan φ i U .

Then, equation (1) is transformed into

(4) A d P i = ∑ i = 1 n ( Ξ 1 i d z i + Ξ 2 i P i d z i ) .

The general solution for equation (4) is

(5) P = ∑ i = 1 n e Ξ 2 i A z i − Ξ 1 i Ξ 2 i e −   Ξ 2 i A z i + C 1 .

Considering that when z = 0 m, P = P 0 , then

(6) C 1 = P 0 + Ξ 1 i Ξ 2 i .

Substituting equation (6) into equation (5) yields

(7) P = ∑ i = 1 n Ξ 1 i Ξ 2 i e Ξ 2 i A z i − 1 + P 0 e Ξ 2 i A z i .

The self-weight stress of the soil layer is calculated as follows:

(8) p = P 0 + ∑ i = 1 n γ i z i .

The stress ratio of soil column is

(9) R P = P p ,

where A is the cross-sectional area of the soil column (m2); P is the vertical stress at depth z i (kPa); k i is the spinning speed of the steel casing at depth z i (m/h); a is the correction amount for the rotational pressing of the steel casing (m/h), taken as a = 0.95 m/h; E i is the elastic modulus of the soil (MPa); t is the wall thickness of the casing (m); D is the outer diameter of the casing (m); μ is the Poisson’s ratio of soil mass; c i is the soil cohesion (kPa); φ i is the internal friction angle of the soil (°); U is the perimeter for the inner wall of the casing (m); p is the self-weight stress of the soil layer (kPa); P 0 is the surface load (kPa); γ i is the weight of the soil mass (kN/m3); z i is the calculated thickness of the i-th layer of soil (m); and R P is the stress ratio of the soil column.

When the steel casing rotates and presses down to a certain depth, the torsional shear moment between the steel casing and the soil column will also increase to a certain extent. When the torsional shear moment exceeds the torsional shear strength of the soil column, the soil column will be cut off, and at this time, the soil column will rotate with the steel casing. In order to accurately determine the shear failure of soil plug columns under different rotational compression conditions, this article analyzes the ratio of cumulative torsional shear moment and torsional shear strength of soil columns at different depths of the steel casing, and finally, obtains the critical depth of the soil column.

The cumulative torsional shear moment of a soil plug column can be expressed as [1]

(10) M N = D 2 ∫ 0 Z a 2 k 1 + k 3 Et D + μ 1 − μ P tan φ + c U d Z .

In the case of layered soil, the integration of equation (10) in discrete segments can be employed to obtain

(11) M N = DU 2 ∑ i = 1 n a 2 k i 1 + k i 3 E i t z i D + μ i 1 − μ i Ξ 1 i Ξ 2 i A Ξ 2 i e Ξ 2 i A z i − A Ξ 2 i − z i + P 0 A Ξ 2 i e Ξ 2 i A z i − 1 tan φ i + c i z i .

The torsional shear strength of soil plug columns can be expressed as

(12) M K = π D 3 12 ∑ i = 1 n c i + Ξ 1 i Ξ 2 i e Ξ 2 i A z i − 1 + P 0 e Ξ 2 i A z i tan φ i ,

where M N is the cumulative torsional shear moment of the soil column (kN m) and M K is the torsional shear strength of the soil column (kN m).

The torsional shear ratio of soil columns is

(13) R M = M N M K .

When M N ≥ M K, it indicates that the soil plug column has undergone shear failure at depth z, and the depth of the soil layer at this time is recorded as the critical depth of the soil column. The stress ratio of soil column as shown in equation (9) and the torsional shear ratio of soil column as shown in equation (13) can be used to describe the degree of soil blockage in soil columns.

3.2 Analysis of influencing factors

In order to further explore the soil plug column during the rotation and compression process of the steel casing, this article focuses on the influence of the wall thickness of the steel casing, surface load, and rotation and compression speed on the soil plug column. The relevant influencing factor variables are shown in Table 2.

Table 2

Relevant variables of influencing factors

Variable Value
Steel casing wall thickness t (m) 0.020; 0.016; 0.012
Surface load P 0 (kPa) 10; 15; 20; 25
Spinning speed of steel casing k i (m/h) (single spinning depth of casing z i = 2.5 m/9.5 m/6.0 m/14.0 m) 5/4/3/4; 5/4/2/4; 5/3/3/4; 5/3/3/3; 5/3/2/3

3.2.1 Influence of steel casing wall thickness

To investigate the effect of steel casing wall thickness on the soil plug column, this study assumes that the spinning speed of steel casing at different soil depths (2.5 m → 5 m/h, 9.5 m → 4 m/h, 6 m → 3 m/h, 14 m → 4 m/h) are fixed values. Equations (7) and (8) were used to calculate the cumulative vertical compressive stress and soil self-weight stress of soil columns at different depths, and the variation of soil column stress ratio R P with soil depth is shown in Figure 4. The analysis of Figure 4 reveals a correlation between the wall thickness of the steel casing and the depth of soil at which the stress ratio R P exceeds 1. As the wall thickness of the steel casing increases, the corresponding soil depth decreases. In other words, there exists an inverse relationship between the spinning depth of the soil plug column and the wall thickness of the steel casing. The larger the wall thickness, the more obvious the blocking effect of the soil column (i.e., R P > 1). Therefore, it is recommended that the wall thickness of the steel casing be t ≤ 0.012 m.

Figure 4 Stress analysis of soil column stress ratio R P under at different wall thicknesses: (a) 10 kPa–5/4/3/4 m/h, (b) 15 kPa–5/4/3/4 m/h, (c) 20 kPa–5/4/3/4 m/h, and (d) 25 kPa–5/4/3/4 m/h.
Figure 4

Stress analysis of soil column stress ratio R P under at different wall thicknesses: (a) 10 kPa–5/4/3/4 m/h, (b) 15 kPa–5/4/3/4 m/h, (c) 20 kPa–5/4/3/4 m/h, and (d) 25 kPa–5/4/3/4 m/h.

3.2.2 Influence of surface load

In addition, this study also assumes that the spinning speeds of the steel casing at different soil depths (2.5 m → 5 m/h, 9.5 m → 4 m/h, 6 m → 3 m/h, 14 m → 4 m/h) are fixed values, and further explores the influence of different surface loads on the stress ratio R P of the soil column. The findings are presented in Figure 5, which illustrated that as the surface load increased, the stress ratio R P also increased. It was observed that the shallower the depth of the soil layer corresponding to R P > 1, the earlier the manifestation of the soil plug column. Notably, when the wall thickness of the steel casing was set at t = 0.012 m and the surface load P 0 ≤ 15 kPa, the soil plug column during the spinning process of the steel casing was not particularly significant (R P ≤ 1).

Figure 5 Analysis of the stress ratio R P of soil columns at different surface loadings: (a) 0.012 m–5/4/3/4 m/h, (b) 0.016 m–5/4/3/4 m/h, and (c) 0.020 m–5/4/3/4 m/h.
Figure 5

Analysis of the stress ratio R P of soil columns at different surface loadings: (a) 0.012 m–5/4/3/4 m/h, (b) 0.016 m–5/4/3/4 m/h, and (c) 0.020 m–5/4/3/4 m/h.

3.2.3 Influence of spinning speed on steel casing

Based on the exploration results in the previous section, considering the wall thickness of the steel casing t = 0.012 m and the surface load P 0 ≤ 15 kPa as the prerequisite conditions, the cumulative torsional shear moment and torsional shear strength of the soil column at different depths were calculated using equations (11) and (12), further exploring the relationship between the torsional shear ratio R M of the soil column and the depth of the soil layer under different spinning speeds of the steel casing. The results are shown in Figure 6. It is evident that the critical depth range for the soil plug column is ≤11 m, which indicates that the height of the retained soil should not exceed 11 m. Beyond this depth, the torsional shear ratio (R M) becomes greater than 1, leading to the shearing off of the soil column, thus causing a blockage. Furthermore, by maintaining a spinning speed of the steel casing at 5/4/2/4 m/h or 5/3/2/3 m/h, the soil column exhibits notable torsional shear resistance and is less susceptible to being severed.

Figure 6 Analysis of stress ratio R P of soil columns at different spinning speeds: (a) 0.012 m–10 kPa, (b) 0.012 m–15 kPa, (c) 0.012 m–20 kPa, and (d) 0.012 m–25 kPa.
Figure 6

Analysis of stress ratio R P of soil columns at different spinning speeds: (a) 0.012 m–10 kPa, (b) 0.012 m–15 kPa, (c) 0.012 m–20 kPa, and (d) 0.012 m–25 kPa.

Based on the above theoretical research, this article suggests that the wall thickness of the steel casing should be t ≤ 0.012 m, the surface load P 0 ≤ 15 kPa, the spinning speed of the steel casing should be maintained at k i = 5/4/2/4 m/h or 5/3/2/3 m/h, and the soil column retention height should be controlled within 11 m.

4 Analysis of the impact of the construction of fully rotating steel casing cast-in-place piles on adjacent tunnels

4.1 Construction plan for test piles with a net distance of 2.5 m

In order to further explore the impact of small spacing cast-in-place pile construction on the shield tunnel, on-site pile testing construction was carried out at a net horizontal distance of 2.5 m from the tunnel, as shown in Figure 7. The specific construction points are as follows:

  1. All temporary facilities within 30 m from the subway tunnel were removed, and the surface construction load was controlled to around 10 kPa.

  2. The wall thickness of the steel casing was 12 mm, with an outer diameter of 1 m. The steel casing was divided into five sections, totaling 35.5 m. The first four sections were all 8 m in length, and the fifth section was 3.5 m. When the sinking depth of the steel casing reached 32 m, the fifth section was removed, and lap welding was used for the welding of the steel casing.

  3. As shown in Table 3, the spinning speed of the steel casing was segmented, and some soil was retained inside the casing.

  4. After the steel casing was lowered, a rotary drilling rig was used to collect soil until a hole was formed (no less than 6.5 m into moderately weathered rock layers).

Figure 7 Schematic diagram of 2.5 m test pile location.
Figure 7

Schematic diagram of 2.5 m test pile location.

Table 3

Parameters related to steel casing spinning

Depth z i (m) Soil Spinning speed k i (m/h) Height of soil left inside the cylinder h (m)
0–2.5 Plain fill, sandy silt 5 /
2.5–12 Sandy silt 4 7
12–18 2 7
18–32 3 10

As shown in Figure 8, the on-site construction process mainly includes a fully rotating drilling rig in place, first section casing spinning, second section casing spinning and soil sampling, third section casing spinning and soil sampling, fourth section casing spinning and soil sampling, rotary drilling hole soil sampling, pouring pile concrete pouring, and steel casing extraction.

Figure 8 Test pile construction process: (a) drilling rig in place, (b) steel casing spinning, (c) welding of steel casing, (d) borehole soil sampling, (e) pouring of piles, and (f) steel casing extraction.
Figure 8

Test pile construction process: (a) drilling rig in place, (b) steel casing spinning, (c) welding of steel casing, (d) borehole soil sampling, (e) pouring of piles, and (f) steel casing extraction.

4.2 Analysis and monitoring of displacement and deformation of shield tunnel

Hangzhou Metro Line 1 crosses the middle block of the project. In order to ensure the safety of the shield tunnel and its structural stability, very strict control requirements were put forward for the construction of the project. A fully automated monitoring system was used to monitor the subway protection area. The composition and monitoring principle of the automated monitoring system is shown in Figure 9a. The automated monitoring process mainly includes the following steps: measuring reference points and bias points; obtaining adjustment group data from the SQL database and sending it to the “GeoMos Monitoring Automatic Adjustment Assistant” software; “GeoMos Monitoring Automatic Adjustment Assistant” software is attached to traverse adjustment; returning the accurate coordinate data after adjustment to the SQL database; station orientation; start monitoring.

Figure 9 Automated monitoring system and layout of monitoring points: (a) composition of automated monitoring system and (b) layout of monitoring points.
Figure 9

Automated monitoring system and layout of monitoring points: (a) composition of automated monitoring system and (b) layout of monitoring points.

Specific monitoring implementation process: first, lay out the control network. The automated monitoring system adopts an independent coordinate system, and in order to ensure high measurement accuracy, 12 reference points are set up in the upline and downline tunnels. Second, carry out station layout. In order to ensure monitoring accuracy, the layout of the total station should fully consider the position relationship between the measuring station and control points. The five instruments on the upline are, respectively, arranged at the positions of 699th ring, 677th ring, 507th ring, 407th ring, and 307th ring. Then, lay out the bias points. The L-shaped prism corresponding to bias point is placed on the total station bracket to ensure consistency between the offset point and the station changes. Finally, lay out the monitoring points, as shown in Figure 9b.

The monitoring objects of the tunnel include settlement of the tunnel track bed, horizontal displacement of the tunnel, and horizontal convergence of the tunnel. Based on the relevant regulations, it was ascertained that the pile foundation is oriented toward the 5-ring area. Consequently, the placement of monitoring points followed a pattern of two sections per five rings within this area. Furthermore, on either side of the pile foundation, an extension of 25 rings was made, with monitoring points arranged at a rate of 1 section per 5 rings in these extended regions.

Figure 10 shows the settlement monitoring results of the track bed before and after the construction of the fully rotating bored pile. The entire monitoring process starts from the first section of casing spinning until the completion of the concrete pouring and pile pouring. The settlement of the track bed “+” represents uplift, “−” represents subsidence, and the mileage K45 + 182 is the corresponding section of the 2.5 m test pile. The analysis of the monitoring data reveals that, at K45 + 182, the track bed experiences the highest cumulative settlement, with an upward displacement of 1.0 mm and a downward displacement of 0.9 mm. As the distance from the test pile increases, the settlement of the track bed decreases. Furthermore, the spinning process of the steel casing has a negligible impact on the roadbed settlement, indicating the favorable effectiveness of this construction technique in minimizing soil microdisturbance.

Figure 10 Accumulated settlement of the track bed: (a) the variation of cumulative settlement over time and (b) accumulated settlement changes with mileage.
Figure 10

Accumulated settlement of the track bed: (a) the variation of cumulative settlement over time and (b) accumulated settlement changes with mileage.

Figure 11 shows the horizontal displacement monitoring results of the shield tunnel during the entire construction process of the fully rotating bored pile (the horizontal displacement “+” indicates being away from the pile, and “−” indicates being close to the pile). From the monitoring data, it was found that during the construction of test piles, the parts of the tunnel’s upline and downline near the test piles showed a phenomenon of being far away from the test pile, and the deformation was small. The cumulative maximum horizontal displacement of the upline was 0.6 mm, and the cumulative maximum horizontal displacement of the downline was 0.5 mm.

Figure 11 Accumulated horizontal displacement: (a) the variation of cumulative horizontal displacement over time and (b) accumulated horizontal displacement changes with mileage.
Figure 11

Accumulated horizontal displacement: (a) the variation of cumulative horizontal displacement over time and (b) accumulated horizontal displacement changes with mileage.

From Figure 12, it can be seen that the cumulative convergence deformation of the upline and downline is less than 1.0 mm, and the convergence deformation values of all sections are positive (horizontal convergence “+” represents tunnel expansion, and “−” represents tunnel shrinkage). That is to say, during the construction of bored piles, the tunnel exhibits lateral expansion and “horizontal duck egg” deformation. This phenomenon primarily arises from the creation of stress relief holes along the tunnel’s side during the drilling process. These holes cause localized loss of formation material, leading to an increase in the tunnel’s transverse diameter.

Figure 12 Convergence deformation: (a) the variation of convergence deformation over time and (b) convergence deformation changes with mileage.
Figure 12

Convergence deformation: (a) the variation of convergence deformation over time and (b) convergence deformation changes with mileage.

Based on the monitoring data shown in Table 4 and compared with the control indicators, it was found that all monitoring results were lower than the monitoring warning values, and the data changes were relatively stable. The observation of tunnel displacement and deformation revealed that the implementation of the full rotary steel casing bored pile construction approach effectively mitigates the impact on the shield tunnel and successfully minimizes microdisturbances.

Table 4

Statistical table of maximum cumulative variables for metro monitoring projects (Hangzhou region)

Monitoring items Accumulated maximum change (mm) Control indicators (cumulative)
Section Variation Warning value (mm) Alarm value (mm) Control value (mm)
Upline Settlement K45 + 182 1.0 1.2 1.6 2.0
Horizontal displacement K45 + 182 0.6 1.2 1.6 2.0
Convergence deformation K45 + 182 0.7 1.2 1.6 2.0
Downline Settlement K45 + 182 0.9 1.2 1.6 2.0
Horizontal displacement K45 + 182 0.5 1.2 1.6 2.0
Convergence deformation K45 + 182 0.8 1.2 1.6 2.0

5 Discussion

Based on the tunnel monitoring results, it can be seen that the settlement, horizontal displacement, and convergence deformation do not exceed 1 mm, which proves that the pile foundation construction process has a good microdisturbance effect. This is mainly because the construction control parameters are obtained by controlling the soil column stress and torsional shear ratios of the soil plug column, which can indirectly control the soil plug. By controlling the soil blockage, the impact of close pile foundation construction on adjacent tunnels will obviously be greatly reduced.

During the construction process of steel casing cast-in-place piles, the steel casing has a lateral soil-squeezing effect. When the height of the soil column inside the casing is large, there is also a squeezing effect at the bottom of the steel casing. When the height of the soil column inside the casing is small, there is an unloading effect on the soil at the bottom of the steel casing [2,3,4]. How to achieve comprehensive control of lateral and bottom soil by controlling construction parameters, thereby further reducing the impact of steel casing pile construction on adjacent tunnels, is a direction worthy of further research. The construction process of steel casing cast-in-place piles can cause disturbance to the surrounding soil, resulting in a decrease in the soil strength [29]. How to reasonably consider the impact of soil strength reduction on adjacent tunnels is also a direction worthy of further research.

Obviously, in similar engineering projects in the future, the construction control of pile foundations near the tunnel can be achieved using the construction process of fully rotating steel casing bored piles, and the specific construction control parameters can be determined using the theoretical model of soil plug columns. This can achieve rapid and low-cost determination of construction parameters while ensuring minimal disturbance to adjacent tunnels.

6 Conclusion

By establishing a theoretical model of soil plug columns, the influence of fully rotating steel casing bored piles on soil under different construction factors was analyzed, and reasonable construction process parameters were determined. Through a test pile with a horizontal net distance of 2.5 m from the tunnel, the impact of this construction process on adjacent existing shield tunnels was explored. The main conclusions were as follows:

  1. By establishing a theoretical model of soil plug columns, which combines practical working conditions and fully considers the effects of steel casing wall thickness, surface load, and spinning speed on the critical depth of soil columns, the stress situation of soil plug columns when steel casing passes through different depths of soil layers was explored.

  2. Based on the analysis of soil column stress ratio R P and soil column torsional shear ratio R M, it was recommended that the wall thickness of the steel casing be t ≤ 0.012 m, the surface load P 0 ≤ 15 kPa, the rotational excavation speed of the steel casing be maintained at 5/4/2/4 m/h or 5/3/2/3 m/h (corresponding to soil depth of 2.5/9.5/6/14 m), and the soil column retention height be controlled within 11 m to ensure good micro disturbance effect during the construction of the steel casing bored pile.

  3. By developing a test pile construction plan with a horizontal net distance of 2.5 m from the tunnel, combined with the measured data of the shield tunnel, it was found that the construction of the small net distance fully rotating steel casing bored pile resulted in a cumulative roadbed settlement of 1.0 mm, a cumulative horizontal displacement of 0.6 mm, and a cumulative convergence deformation of less than 1.0 mm for adjacent existing shield tunnels. The measured data of the tunnel verifies the rationality of the theoretical model of the soil plug column and the referential nature of the construction process parameters.

Acknowledgements

This work was supported by the Construction and Scientific Research Project of the Zhejiang Provincial Department of Housing and Urban-Rural Development (No. 2021K126) and the Scientific Research Project of China Construction 4th Engineering Bureau (No. CSCEC4B-2022-KTA-10, No. CSCEC4B-2023-KTA-10). The financial support is greatly appreciated.

  1. Author contributions: JRZ conducted relevant theoretical analysis work. DJG conducted relevant calculations and revised the manuscript. XXZ wrote the first draft. ZCB conducted pile testing construction. MJL conducted tunnel monitoring. The authors applied the SDC approach for the sequence of authors.

  2. Conflict of interest: Authors state no conflict of interest.

References

[1] Song F, Wang B, Huang D, Zhang C, Li P. Influence of construction sequence of cast-in-place group piles with steel sleeve on tunnels. Rock Soil Mech. 2012;33(8):2330–6. 10.3969/j.issn.1000-7598.2012.08.015.Suche in Google Scholar

[2] Wang Y, Liu J, Guo P, Zhang W, Lin H, Zhao Y, et al. Simplified analytical solutions for tunnel settlement induced by axially loading single pile and pile group. J Eng Mech. 2021;147(12):04021116. 10.1061/(ASCE)EM.1943-7889.0002035.Suche in Google Scholar

[3] Zhang X, Ding Z, Wang Z, Xia T. Transverse deformations and internal forces of tunnel segments caused by construction of steel casings of bridge piles. Chin J Geotech Eng. 2022;44(11):2052–62. 10.11779/CJGE202211011.Suche in Google Scholar

[4] Ding Z, Zhang X, Zhang M, Dong Y, Liu K, Xia N. Computational research on longitudinal deformation of subway tunnels caused by steel casing construction of bridge piles. Chin J Rock Mech Eng. 2022;41(4):835–48. 10.13722/j.cnki.jrme.2021.0405.Suche in Google Scholar

[5] Kong SM, Oh DW, Lee SW, Kim CY, Lee YJ. Effects of pile installation on existing tunnels using model test and numerical analysis with medium density sand. Appl Sci. 2021;11(15):6904. 10.3390/app11156904.Suche in Google Scholar

[6] Weng X, Sun T, Feng Y. Influence of loading pile foundation on existing neighboring subway tunnel. J Harbin Inst Technol. 2016;48(03):138–42. 10.11918/j.issn.0367-6234.2016.03.023.Suche in Google Scholar

[7] Jin J, Fu B, Yang M, Li M, Wei Y. Centrifuge and numerical modeling of tunnel responses induced by single bored piles under loading in clay. Int J Civ Eng. 2022;20(9):1027–40. 10.1007/s40999-022-00711-6.Suche in Google Scholar

[8] Mahajan S, Sharma A, Ayothiraman R, Sharma KG. Three-dimensional physical modeling of response of existing metro tunnel to pile loading in delhi silt in India. Pract Period Struct Des Constr. 2023;28(2):04023008. 10.1061/PPSCFX.SCENG-1159.Suche in Google Scholar

[9] Yoo C. Three-dimensional numerical investigation on the effect of bridge construction on existing tunnel. KSCE J Civ Eng. 2014;18(3):794–802. 10.1007/s12205-014-0361-1.Suche in Google Scholar

[10] Lueprasert P, Jongpradist P, Jongpradist P, Suwansawat S. Numerical investigation of tunnel deformation due to adjacent loaded pile and pile-soil-tunnel interaction. Tunn Undergr Space Technol. 2017;70:166–81. 10.1016/j.tust.2017.08.006.Suche in Google Scholar

[11] Lv B. Monitoring and numerical analysis of the impact of supercritical bridge pile foundation on existing tunnel. Railw Stand Des. 2017;61(03):103–7. 10.13238/j.issn.1004-2954.2017.03.022.Suche in Google Scholar

[12] Heama N, Jongpradist P, Lueprasert P, Suwansawat S. Investigation on tunnel responses due to adjacent loaded pile by 3D finite element analysis. Int J Geomate. 2017;12(31):63–70. 10.21660/2017.31.6542.Suche in Google Scholar

[13] Heama N, Jongpradist P, Lueprasert P, Suwansawat S. Investigation on pile-soil-tunnel interaction due to adjacent loaded pile row by 3D FEM. The 4th International Conference on Engineering, Applied Sciences and Technology (ICEAST 2018) “Exploring Innovative Solutions for Smart Society”, Dubai; 2018. 10.1051/matecconf/201819202051.Suche in Google Scholar

[14] Liu X, Sang Y, Zhao F, Shi G, Heng Y. Evaluation of effects of static pile driving on existing metro tunnel structure. J Perform Constr Facil. 2019;33(4):04019045. 10.1061/(ASCE)CF.1943-5509.0001309.Suche in Google Scholar

[15] Nematollahi M, Dias D. Three-dimensional numerical simulation of pile-twin tunnels interaction–case of the shiraz subway line. Tunn Undergr Space Technol. 2019;86:75–88. 10.1016/j.tust.2018.12.002.Suche in Google Scholar

[16] Heama N, Jongpradist P, Lueprasert P, Suwansawat S, Jamsawang P. Comparative effects of adjacent loaded pile row on existing tunnel by 2D and 3D simulation models. Geomech Eng. 2021;27(2):151–65. 10.12989/gae.2021.27.2.151.Suche in Google Scholar

[17] Lueprasert P, Jongpradist P, Jongpradist P, Schweiger HF. Structural responses of a tunnel lining due to an adjacent loaded pile. Int J Civ Eng. 2023;21:1027–43. 10.1007/s40999-023-00821-9.Suche in Google Scholar

[18] Wang X, Yuan D. Research on the interaction between the pile and shield machine in the process of cutting a reinforced concrete pile foundation. Appl Sci. 2022;13(1):245. 10.3390/app13010245.Suche in Google Scholar

[19] Lin C, Wang R, Huang M, Huang L, Tan Q. Study on disturbance mechanism of squeezed and non-squeezed soil piles on soft soil foundation. Appl Sci. 2023;13(13):7757. 10.3390/app13137757.Suche in Google Scholar

[20] Huang D, Zhou S, Liu C, Chen T. Analysis of small disturbing construction of protective jacket tube for cast-in-situ bored pile. Rock Soil Mech. 2013;34(4):1103–8. 10.16285/j.rsm.2013.04.016.Suche in Google Scholar

[21] Zuo Y, Lu W, Yu X, Mao J. Expermental research on soil stress disturbance during punched pile construction. Chin J Undergr Space Eng. 2015;11(S1):227–31.Suche in Google Scholar

[22] Xu Y, Wang L. Analysis of effects on city metro tunnel due to adjacent pile foundation construction. Rock Soil Mech. 2015;36(S2):577–82. 10.16285/j.rsm.2015.S2.081.Suche in Google Scholar

[23] Ding Z, He Q, Ye X, Zhang S, Zhou L, Chen Z. Research on the influence of bridge pile construction on adjacent existing metro tunnels. J Railw Eng Soc. 2018;35(09):80–7. 10.3969/j.issn.1006-2106.2018.09.014.Suche in Google Scholar

[24] Wang G, Wang H, Chen Z, Fu B. Research on influence of construction of pile foundation by full-sleeve rotary drilling rig on existing operation metro tunnel. Tunn Constr. 2018;38(S2):318–23. 10.3973/j.issn.2096-4498.2018.S2.043.Suche in Google Scholar

[25] Gao G, Zhuang Y, Wang K, Chen L. Influence of Benoto bored pile construction on nearby existing tunnel: A case study. Soils Found. 2019;59(2):544–55. 10.1016/j.sandf.2018.11.006.Suche in Google Scholar

[26] Yang W, Zhang D, Wang A. Field measurement analysis of the influence of simultaneous construction of river channel and bridge on existing double shield tunnels. Undergr Space. 2022;7(5):812–32. 10.1016/j.undsp.2021.12.008.Suche in Google Scholar

[27] Bao W, Gong A, Zhang T, Zhao Y, Li B, Chen S. Mapping population distribution with high spatiotemporal resolution in Beijing using baidu heat map data. Remote Sens. 2023;15(2):458. 10.3390/rs15020458.Suche in Google Scholar

[28] Feng D, Tu L, Sun Z. Research on population spatiotemporal aggregation characteristics of a small city: A case study on Shehong County based on Baidu heat maps. Sustainability. 2019;11(22):6276. 10.3390/su11226276.Suche in Google Scholar

[29] Geng D, Dai N, Guo P, Zhou S, Di H. Implicit numerical integration of highly nonlinear plasticity models. Comput Geotech. 2021;132:103961. 10.1016/j.compgeo.2020.103961.Suche in Google Scholar
Received: 2023-08-16
Revised: 2023-12-14
Accepted: 2023-12-20
Published Online: 2024-02-16

© 2024 the author(s), published by De Gruyter

This work is licensed under the Creative Commons Attribution 4.0 International License.

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https://doi.org/10.1515/geo-2022-0600
Schlagwörter für diesen Artikel
steel casing; fully rotating bored pile; critical depth of soil column; quantification; minor disturbances
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Artikel in diesem Heft

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  4. Evolutionary game analysis of government, businesses, and consumers in high-standard farmland low-carbon construction
  5. On the use of low-frequency passive seismic as a direct hydrocarbon indicator: A case study at Banyubang oil field, Indonesia
  6. Water transportation planning in connection with extreme weather conditions; case study – Port of Novi Sad, Serbia
  7. Zircon U–Pb ages of the Paleozoic volcaniclastic strata in the Junggar Basin, NW China
  8. Monitoring of mangrove forests vegetation based on optical versus microwave data: A case study western coast of Saudi Arabia
  9. Microfacies analysis of marine shale: A case study of the shales of the Wufeng–Longmaxi formation in the western Chongqing, Sichuan Basin, China
  10. Multisource remote sensing image fusion processing in plateau seismic region feature information extraction and application analysis – An example of the Menyuan Ms6.9 earthquake on January 8, 2022
  11. Identification of magnetic mineralogy and paleo-flow direction of the Miocene-quaternary volcanic products in the north of Lake Van, Eastern Turkey
  12. Impact of fully rotating steel casing bored pile on adjacent tunnels
  13. Adolescents’ consumption intentions toward leisure tourism in high-risk leisure environments in riverine areas
  14. Petrogenesis of Jurassic granitic rocks in South China Block: Implications for events related to subduction of Paleo-Pacific plate
  15. Differences in urban daytime and night block vitality based on mobile phone signaling data: A case study of Kunming’s urban district
  16. Random forest and artificial neural network-based tsunami forests classification using data fusion of Sentinel-2 and Airbus Vision-1 satellites: A case study of Garhi Chandan, Pakistan
  17. Integrated geophysical approach for detection and size-geometry characterization of a multiscale karst system in carbonate units, semiarid Brazil
  18. Spatial and temporal changes in ecosystem services value and analysis of driving factors in the Yangtze River Delta Region
  19. Deep fault sliding rates for Ka-Ping block of Xinjiang based on repeating earthquakes
  20. Improved deep learning segmentation of outdoor point clouds with different sampling strategies and using intensities
  21. Platform margin belt structure and sedimentation characteristics of Changxing Formation reefs on both sides of the Kaijiang-Liangping trough, eastern Sichuan Basin, China
  22. Enhancing attapulgite and cement-modified loess for effective landfill lining: A study on seepage prevention and Cu/Pb ion adsorption
  23. Flood risk assessment, a case study in an arid environment of Southeast Morocco
  24. Lower limits of physical properties and classification evaluation criteria of the tight reservoir in the Ahe Formation in the Dibei Area of the Kuqa depression
  25. Evaluation of Viaducts’ contribution to road network accessibility in the Yunnan–Guizhou area based on the node deletion method
  26. Permian tectonic switch of the southern Central Asian Orogenic Belt: Constraints from magmatism in the southern Alxa region, NW China
  27. Element geochemical differences in lower Cambrian black shales with hydrothermal sedimentation in the Yangtze block, South China
  28. Three-dimensional finite-memory quasi-Newton inversion of the magnetotelluric based on unstructured grids
  29. Obliquity-paced summer monsoon from the Shilou red clay section on the eastern Chinese Loess Plateau
  30. Classification and logging identification of reservoir space near the upper Ordovician pinch-out line in Tahe Oilfield
  31. Ultra-deep channel sand body target recognition method based on improved deep learning under UAV cluster
  32. New formula to determine flyrock distance on sedimentary rocks with low strength
  33. Assessing the ecological security of tourism in Northeast China
  34. Effective reservoir identification and sweet spot prediction in Chang 8 Member tight oil reservoirs in Huanjiang area, Ordos Basin
  35. Detecting heterogeneity of spatial accessibility to sports facilities for adolescents at fine scale: A case study in Changsha, China
  36. Effects of freeze–thaw cycles on soil nutrients by soft rock and sand remodeling
  37. Vibration prediction with a method based on the absorption property of blast-induced seismic waves: A case study
  38. A new look at the geodynamic development of the Ediacaran–early Cambrian forearc basalts of the Tannuola-Khamsara Island Arc (Central Asia, Russia): Conclusions from geological, geochemical, and Nd-isotope data
  39. Spatio-temporal analysis of the driving factors of urban land use expansion in China: A study of the Yangtze River Delta region
  40. Selection of Euler deconvolution solutions using the enhanced horizontal gradient and stable vertical differentiation
  41. Phase change of the Ordovician hydrocarbon in the Tarim Basin: A case study from the Halahatang–Shunbei area
  42. Using interpretative structure model and analytical network process for optimum site selection of airport locations in Delta Egypt
  43. Geochemistry of magnetite from Fe-skarn deposits along the central Loei Fold Belt, Thailand
  44. Functional typology of settlements in the Srem region, Serbia
  45. Hunger Games Search for the elucidation of gravity anomalies with application to geothermal energy investigations and volcanic activity studies
  46. Addressing incomplete tile phenomena in image tiling: Introducing the grid six-intersection model
  47. Evaluation and control model for resilience of water resource building system based on fuzzy comprehensive evaluation method and its application
  48. MIF and AHP methods for delineation of groundwater potential zones using remote sensing and GIS techniques in Tirunelveli, Tenkasi District, India
  49. New database for the estimation of dynamic coefficient of friction of snow
  50. Measuring urban growth dynamics: A study in Hue city, Vietnam
  51. Comparative models of support-vector machine, multilayer perceptron, and decision tree ‎predication approaches for landslide ‎susceptibility analysis
  52. Experimental study on the influence of clay content on the shear strength of silty soil and mechanism analysis
  53. Geosite assessment as a contribution to the sustainable development of Babušnica, Serbia
  54. Using fuzzy analytical hierarchy process for road transportation services management based on remote sensing and GIS technology
  55. Accumulation mechanism of multi-type unconventional oil and gas reservoirs in Northern China: Taking Hari Sag of the Yin’e Basin as an example
  56. TOC prediction of source rocks based on the convolutional neural network and logging curves – A case study of Pinghu Formation in Xihu Sag
  57. A method for fast detection of wind farms from remote sensing images using deep learning and geospatial analysis
  58. Spatial distribution and driving factors of karst rocky desertification in Southwest China based on GIS and geodetector
  59. Physicochemical and mineralogical composition studies of clays from Share and Tshonga areas, Northern Bida Basin, Nigeria: Implications for Geophagia
  60. Geochemical sedimentary records of eutrophication and environmental change in Chaohu Lake, East China
  61. Research progress of freeze–thaw rock using bibliometric analysis
  62. Mixed irrigation affects the composition and diversity of the soil bacterial community
  63. Examining the swelling potential of cohesive soils with high plasticity according to their index properties using GIS
  64. Geological genesis and identification of high-porosity and low-permeability sandstones in the Cretaceous Bashkirchik Formation, northern Tarim Basin
  65. Usability of PPGIS tools exemplified by geodiscussion – a tool for public participation in shaping public space
  66. Efficient development technology of Upper Paleozoic Lower Shihezi tight sandstone gas reservoir in northeastern Ordos Basin
  67. Assessment of soil resources of agricultural landscapes in Turkestan region of the Republic of Kazakhstan based on agrochemical indexes
  68. Evaluating the impact of DEM interpolation algorithms on relief index for soil resource management
  69. Petrogenetic relationship between plutonic and subvolcanic rocks in the Jurassic Shuikoushan complex, South China
  70. A novel workflow for shale lithology identification – A case study in the Gulong Depression, Songliao Basin, China
  71. Characteristics and main controlling factors of dolomite reservoirs in Fei-3 Member of Feixianguan Formation of Lower Triassic, Puguang area
  72. Impact of high-speed railway network on county-level accessibility and economic linkage in Jiangxi Province, China: A spatio-temporal data analysis
  73. Estimation model of wild fractional vegetation cover based on RGB vegetation index and its application
  74. Lithofacies, petrography, and geochemistry of the Lamphun oceanic plate stratigraphy: As a record of the subduction history of Paleo-Tethys in Chiang Mai-Chiang Rai Suture Zone of Thailand
  75. Structural features and tectonic activity of the Weihe Fault, central China
  76. Application of the wavelet transform and Hilbert–Huang transform in stratigraphic sequence division of Jurassic Shaximiao Formation in Southwest Sichuan Basin
  77. Structural detachment influences the shale gas preservation in the Wufeng-Longmaxi Formation, Northern Guizhou Province
  78. Distribution law of Chang 7 Member tight oil in the western Ordos Basin based on geological, logging and numerical simulation techniques
  79. Evaluation of alteration in the geothermal province west of Cappadocia, Türkiye: Mineralogical, petrographical, geochemical, and remote sensing data
  80. Numerical modeling of site response at large strains with simplified nonlinear models: Application to Lotung seismic array
  81. Quantitative characterization of granite failure intensity under dynamic disturbance from energy standpoint
  82. Characteristics of debris flow dynamics and prediction of the hazardous area in Bangou Village, Yanqing District, Beijing, China
  83. Rockfall mapping and susceptibility evaluation based on UAV high-resolution imagery and support vector machine method
  84. Statistical comparison analysis of different real-time kinematic methods for the development of photogrammetric products: CORS-RTK, CORS-RTK + PPK, RTK-DRTK2, and RTK + DRTK2 + GCP
  85. Hydrogeological mapping of fracture networks using earth observation data to improve rainfall–runoff modeling in arid mountains, Saudi Arabia
  86. Petrography and geochemistry of pegmatite and leucogranite of Ntega-Marangara area, Burundi, in relation to rare metal mineralisation
  87. Prediction of formation fracture pressure based on reinforcement learning and XGBoost
  88. Hazard zonation for potential earthquake-induced landslide in the eastern East Kunlun fault zone
  89. Monitoring water infiltration in multiple layers of sandstone coal mining model with cracks using ERT
  90. Study of the patterns of ice lake variation and the factors influencing these changes in the western Nyingchi area
  91. Productive conservation at the landslide prone area under the threat of rapid land cover changes
  92. Sedimentary processes and patterns in deposits corresponding to freshwater lake-facies of hyperpycnal flow – An experimental study based on flume depositional simulations
  93. Study on time-dependent injectability evaluation of mudstone considering the self-healing effect
  94. Detection of objects with diverse geometric shapes in GPR images using deep-learning methods
  95. Behavior of trace metals in sedimentary cores from marine and lacustrine environments in Algeria
  96. Spatiotemporal variation pattern and spatial coupling relationship between NDVI and LST in Mu Us Sandy Land
  97. Formation mechanism and oil-bearing properties of gravity flow sand body of Chang 63 sub-member of Yanchang Formation in Huaqing area, Ordos Basin
  98. Diagenesis of marine-continental transitional shale from the Upper Permian Longtan Formation in southern Sichuan Basin, China
  99. Vertical high-velocity structures and seismic activity in western Shandong Rise, China: Case study inspired by double-difference seismic tomography
  100. Spatial coupling relationship between metamorphic core complex and gold deposits: Constraints from geophysical electromagnetics
  101. Disparities in the geospatial allocation of public facilities from the perspective of living circles
  102. Research on spatial correlation structure of war heritage based on field theory. A case study of Jinzhai County, China
  103. Formation mechanisms of Qiaoba-Zhongdu Danxia landforms in southwestern Sichuan Province, China
  104. Magnetic data interpretation: Implication for structure and hydrocarbon potentiality at Delta Wadi Diit, Southeastern Egypt
  105. Deeply buried clastic rock diagenesis evolution mechanism of Dongdaohaizi sag in the center of Junggar fault basin, Northwest China
  106. Application of LS-RAPID to simulate the motion of two contrasting landslides triggered by earthquakes
  107. The new insight of tectonic setting in Sunda–Banda transition zone using tomography seismic. Case study: 7.1 M deep earthquake 29 August 2023
  108. The critical role of c and φ in ensuring stability: A study on rockfill dams
  109. Evidence of late quaternary activity of the Weining-Shuicheng Fault in Guizhou, China
  110. Extreme hydroclimatic events and response of vegetation in the eastern QTP since 10 ka
  111. Spatial–temporal effect of sea–land gradient on landscape pattern and ecological risk in the coastal zone: A case study of Dalian City
  112. Study on the influence mechanism of land use on carbon storage under multiple scenarios: A case study of Wenzhou
  113. A new method for identifying reservoir fluid properties based on well logging data: A case study from PL block of Bohai Bay Basin, North China
  114. Comparison between thermal models across the Middle Magdalena Valley, Eastern Cordillera, and Eastern Llanos basins in Colombia
  115. Mineralogical and elemental analysis of Kazakh coals from three mines: Preliminary insights from mode of occurrence to environmental impacts
  116. Chlorite-induced porosity evolution in multi-source tight sandstone reservoirs: A case study of the Shaximiao Formation in western Sichuan Basin
  117. Predicting stability factors for rotational failures in earth slopes and embankments using artificial intelligence techniques
  118. Origin of Late Cretaceous A-type granitoids in South China: Response to the rollback and retreat of the Paleo-Pacific plate
  119. Modification of dolomitization on reservoir spaces in reef–shoal complex: A case study of Permian Changxing Formation, Sichuan Basin, SW China
  120. Geological characteristics of the Daduhe gold belt, western Sichuan, China: Implications for exploration
  121. Rock physics model for deep coal-bed methane reservoir based on equivalent medium theory: A case study of Carboniferous-Permian in Eastern Ordos Basin
  122. Enhancing the total-field magnetic anomaly using the normalized source strength
  123. Shear wave velocity profiling of Riyadh City, Saudi Arabia, utilizing the multi-channel analysis of surface waves method
  124. Effect of coal facies on pore structure heterogeneity of coal measures: Quantitative characterization and comparative study
  125. Inversion method of organic matter content of different types of soils in black soil area based on hyperspectral indices
  126. Detection of seepage zones in artificial levees: A case study at the Körös River, Hungary
  127. Tight sandstone fluid detection technology based on multi-wave seismic data
  128. Characteristics and control techniques of soft rock tunnel lining cracks in high geo-stress environments: Case study of Wushaoling tunnel group
  129. Influence of pore structure characteristics on the Permian Shan-1 reservoir in Longdong, Southwest Ordos Basin, China
  130. Study on sedimentary model of Shanxi Formation – Lower Shihezi Formation in Da 17 well area of Daniudi gas field, Ordos Basin
  131. Multi-scenario territorial spatial simulation and dynamic changes: A case study of Jilin Province in China from 1985 to 2030
  132. Review Articles
  133. Major ascidian species with negative impacts on bivalve aquaculture: Current knowledge and future research aims
  134. Prediction and assessment of meteorological drought in southwest China using long short-term memory model
  135. Communication
  136. Essential questions in earth and geosciences according to large language models
  137. Erratum
  138. Erratum to “Random forest and artificial neural network-based tsunami forests classification using data fusion of Sentinel-2 and Airbus Vision-1 satellites: A case study of Garhi Chandan, Pakistan”
  139. Special Issue: Natural Resources and Environmental Risks: Towards a Sustainable Future - Part I
  140. Spatial-temporal and trend analysis of traffic accidents in AP Vojvodina (North Serbia)
  141. Exploring environmental awareness, knowledge, and safety: A comparative study among students in Montenegro and North Macedonia
  142. Determinants influencing tourists’ willingness to visit Türkiye – Impact of earthquake hazards on Serbian visitors’ preferences
  143. Application of remote sensing in monitoring land degradation: A case study of Stanari municipality (Bosnia and Herzegovina)
  144. Optimizing agricultural land use: A GIS-based assessment of suitability in the Sana River Basin, Bosnia and Herzegovina
  145. Assessing risk-prone areas in the Kratovska Reka catchment (North Macedonia) by integrating advanced geospatial analytics and flash flood potential index
  146. Analysis of the intensity of erosive processes and state of vegetation cover in the zone of influence of the Kolubara Mining Basin
  147. GIS-based spatial modeling of landslide susceptibility using BWM-LSI: A case study – city of Smederevo (Serbia)
  148. Geospatial modeling of wildfire susceptibility on a national scale in Montenegro: A comparative evaluation of F-AHP and FR methodologies
  149. Geosite assessment as the first step for the development of canyoning activities in North Montenegro
  150. Urban geoheritage and degradation risk assessment of the Sokograd fortress (Sokobanja, Eastern Serbia)
  151. Multi-hazard modeling of erosion and landslide susceptibility at the national scale in the example of North Macedonia
  152. Understanding seismic hazard resilience in Montenegro: A qualitative analysis of community preparedness and response capabilities
  153. Forest soil CO2 emission in Quercus robur level II monitoring site
  154. Characterization of glomalin proteins in soil: A potential indicator of erosion intensity
  155. Power of Terroir: Case study of Grašac at the Fruška Gora wine region (North Serbia)
  156. Special Issue: Geospatial and Environmental Dynamics - Part I
  157. Qualitative insights into cultural heritage protection in Serbia: Addressing legal and institutional gaps for disaster risk resilience
Heruntergeladen am 4.5.2026 von https://www.degruyterbrill.com/document/doi/10.1515/geo-2022-0600/html?lang=de
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