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Article

Study of the Effect of Cutting Frozen Soils on the Supports of Above-Ground Trunk Pipelines

by
Ildar A. Shammazov
1,
Artur M. Batyrov
1,
Dmitry I. Sidorkin
2 and
Thang Van Nguyen
3,*
1
Department of Transport and Storage of Oil and Gas, Faculty of Oil and Gas Engineering, St. Petersburg Mining University, 2, 21st Line, St. Petersburg 199106, Russia
2
Director of the Arctic Science Center, St. Petersburg Mining Universitsy, 2, 21st Line, St. Petersburg 199106, Russia
3
Department of Development and Operation of Oil and Gas Fields, Faculty of Oil and Gas Engineering, St. Petersburg Mining University, 2, 21st Line, St. Petersburg 199106, Russia
*
Author to whom correspondence should be addressed.
Appl. Sci. 2023, 13(5), 3139; https://doi.org/10.3390/app13053139
Submission received: 12 January 2023 / Revised: 22 February 2023 / Accepted: 25 February 2023 / Published: 28 February 2023
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Abstract

:
The transportation of oil and gas in Russia’s northern and Arctic regions has seen significant growth in recent years. However, the presence of permafrost in these areas can cause malfunctions in the main pipelines due to soil frost heaving. The operational pipelines also often suffer from various defects in their body and surface. To mitigate these issues, above-ground trunkline supports are utilized to protect the pipelines from cryogenic processes. Nevertheless, these supports are subjected to ground loads caused by cryogenic frost heaving, which poses a threat to the pipeline’s integrity and the environment. In response to these challenges, this study presents a design for pipeline support to maintain the pipeline’s stability in the face of soil displacement caused by unequal frost-heaving forces. A numerical model was created to evaluate the fracture of frozen rock and the resulting stresses in the soil and support structure. The input data for the model includes coefficients that describe the soil’s state during the cryogenic process and the proposed support’s parameters. The experimental results showed the proposed design to be effective in protecting the pipeline from soil frost heaving. The paper also provides the results of numerical and experimental studies on soil fracture stresses depending on the rock type and temperature. This design promises to increase both the safety of above-ground trunk pipelines and their technological efficiency.

1. Introduction

The global energy market has experienced a substantial increase in demand for energy carriers in recent decades. To address this demand, the construction of reliable oil and gas transportation systems through main pipelines has become crucial. The system of trunk pipelines is a vital component for the efficient functioning of the oil and gas industry and plays a significant role in meeting the essential resource needs of oil and natural gas for the population [1,2].
Most of Russia’s oil and gas reserves are located in Western Siberia, and the routes of the main trunk pipelines run through areas of continuous permafrost distribution. The underground laying of pipelines in such areas is challenging due to various factors. As a result, above-ground construction of trunk pipelines has become a more practical solution [3,4]. It is important to note that damages to even small sections of pipelines can result in severe consequences, including the loss of raw materials, costly repairs, ecological pollution, and other detrimental effects [5].
The Russian trunk pipeline routes currently span over 500 km through areas with predominant continuous permafrost distribution [6]. Approximately 60% of the total area of the Russian Federation, or 10 million km2, is covered by permafrost [7].
The construction of an above-ground trunk pipeline requires a complex design and pile foundation supports to ensure stability and reliability. The pile foundations are susceptible to defects, and it is necessary to consider the soil characteristics when selecting the support structures [8]. Operations in areas with continuous permafrost distribution can present challenges due to the climatic and engineering-geocryological conditions of the area, as well as the thermal and mechanical impact of the pipeline and support structures on the natural environment [9]. These challenges can arise from the temperature effects of the pipeline and the mechanical effects of the support structures on the ground. The growth of hazardous cryogenic processes is primarily caused by seasonal thawing and seasonal ground freezing, which leads to the bending of pipelines and the displacement of support structures. The significant volume of frost-heaving soil can result in a loss of the designed position of the above-ground trunk pipeline [10,11]. During seasonal freezing, the frozen soil rises due to frost heave forces as the water contained in the soil expands upon cooling, causing an increase in ground volume [12,13,14,15]. This leads to the pulling out and displacement of the support structure (Figure 1), which in turn results in a loss of stability for both the support and the pipeline itself [16]. The supports of above-ground trunk pipelines are subjected to loads from the ground resulting from the complex cryogenic processes caused by low temperatures, which have a negative impact on the operational reliability of the pipelines. This could lead to an accident, causing harm to the environment and resulting in significant losses of raw materials. Hence, enhancing the operational reliability of trunk pipelines laid in permafrost soils is of paramount importance [17].
To prevent the effects of the above-mentioned risks, it is necessary to determine the following factors [18]:
-
trunk pipelines are engineering structures of great length and pass-through areas with different engineering-geocryological conditions;
-
along the length of the pipeline route, various soil and frost processes take place, which may negatively reveal themselves in the form of frost-heaving bumps.
The objective of the study is to enhance the operational reliability of above-ground trunk pipelines constructed on permafrost soils. This is a significant aspect in the realm of oil and gas transportation as it offers the potential to conserve resources and minimize inspection and monitoring expenses. The significance of this study stems from the fact that soil frost heave can result in the displacement of pipeline support structures, thereby posing risks to the linear sections of the pipeline. Hence, there is a pressing need for improvements in the operational reliability of trunk pipelines built on permafrost soils [19,20,21,22]. Additionally, during frost heaving, the current support design does not allow for the lowering of the lower part of the support, which can be problematic. If necessary, the only option is to raise the support, putting additional load on it, which is not feasible due to the constraints imposed by the pipeline’s operational load. Thus, there is a challenge to increasing the operational reliability of trunk pipelines situated on permafrost soils [23,24,25,26].
Considering the issues discussed, the aim of this study is to improve the technological efficiency and safe operation of above-ground trunk pipelines by advancing the support design. This includes ensuring reliable fixation of the pipeline in the face of frost-heaving forces and preserving the integrity of the pipeline’s design position [27,28,29,30,31].
To reach the stated objective, the initial step involves analyzing the benefits and drawbacks of current support designs for above-ground trunk pipelines, including the stability of the pipeline during operation in complex weather conditions. Based on this examination, a support design must be proposed that satisfies the requirements of industrial safety and technological efficiency by implementing reliable pipeline fixation under the influence of frost-heaving forces and preserving the design position of the pipeline. Finally, the effectiveness of the proposed technology must be validated using experimental data and finite-element modeling simulations of the pipeline’s operation process during soil frost heaving.
The study determined various fracture stresses and physical characteristics of frost heave soils and proposed a support structure to safeguard above-ground trunk pipelines against frost heave forces. A comprehensive patent search was carried out to examine existing supports for above-ground trunk pipelines. The results of numerical and experimental research presented in the article exhibit a strong correlation between test results, demonstrating the feasibility of the proposed support design for above-ground trunk pipelines. The test bench unit and the numerical model developed for its calculation effectively simulate the cryogenic process of frost heaving and provide accurate output data.
The proposed support design for above-ground protection of trunk pipelines provides improved stability and eliminates the requirement for additional inspections and geomonitoring during operation in areas with continuous permafrost.
The innovative aspect of this work lies in the presentation of the numerical and experimental study results that demonstrate the relationship between soil fracture stresses and the type and temperature of the rock interacting with the support slab of the proposed design. The study obtained different fracture stress values and physical characteristics of frost heave soil and proposed a support structure to effectively guard above-ground trunk pipelines against frost heave forces.

2. Materials and Methods

The stability of above-ground trunk pipelines in permafrost soils poses a significant scientific and engineering challenge [25,26,27]. The supports and sections of the pipelines are subjected to varying loads depending on the depth and seasonality of ground freezing [28,29,30,31,32]. When selecting the supports, it is crucial to conduct thorough calculations, taking into account the soil type, temperature, and the support’s ability to protect the pipeline from the impact of frost heave forces [33,34,35,36,37]. The design of the selected supports, particularly their size, and number, must meet the operational reliability requirements of above-ground trunk pipelines in conditions of continuous permafrost.
The utilization of either pile or above-ground supports during construction must be substantiated through technical calculations. Pile foundations, being situated at depths beneath the ground, are prone to incurring defects, hence it is imperative to consider the soil characteristics when constructing these supports. The choice of the type of pipe support to be employed is directly influenced by the soil conditions.
The stability of the design position for an above-ground pipeline is contingent upon the precise selection of support structures. In regions characterized by continuous permafrost, calculating the load exerted on the ground during the process of frost heave and determining the soil fracture stress is crucial in ensuring a dependable pipeline system [38,39,40].
Considering the existing structures of above-ground pipeline supports employed in permafrost soils, we have two types: fixed and movable supports.
A fixed pipeline support is comprised of an additional pipe that is attached to the support surface, equipped with an angle adjustment device, and layered with thermal insulation. The main pipeline is installed on a sub-frame using a pre-manufactured pipe with the appropriate diameter [41].
On the other hand, a movable support consists of a pile, on which the pipeline base is secured through springs. To counteract the effects of frost heave, a measuring bar is utilized to fix the pile’s movement. This type of support allows for the regulation of pipeline stresses, thereby increasing the pipeline’s service life [42,43,44,45].
However, the process of frost heave is not uniform, and as a result, these supports do not completely counteract the displacements caused by uneven frost heave forces. Additionally, the lack of a rigid connection between piles can result in pile deflection and the collapse of the supports.
Therefore, the objectives of this study can be summarized as follows:
  • The first step is to design a trunk pipeline support and pipeline support device, taking into account the advantages and disadvantages of existing proposed devices.
  • The second step is to perform numerical simulations to determine the spatial position of the pipeline support structure based on its fracture stress in frozen bloated soil, obtained from cutting the ground under a specified load on the support structure.
  • The third step is to conduct numerical simulations to estimate the loads that the proposed devices can withstand during their operation and the forces required to maintain the stability of the pipeline support structure. The numerical model will use the soil characteristics obtained from the results of the single-plane shear method on the freezing surface as input data.
To validate the proposed pipeline support design and numerical modeling, an experimental study is necessary. This study will encompass the following components:
  • Single-plane shear tests along the freezing surface
  • Uniaxial compression tests
  • Triaxial compression tests
  • Comparison of the obtained loads with the actual position of the pipeline support structure in space
  • Calculation of the loads taken by the proposed devices during their operation and the forces needed to maintain a stable position of the pipeline support structure.
  • Verification of the convergence between the results of the experimental study and those of the numerical simulation.
These experimental tests provided empirical evidence to support the efficacy of the proposed pipeline support design and numerical modeling.

3. Results

3.1. Development of Above-Ground Trunk Pipeline Support Design

As a result of this scientific study, a novel device has been developed to maintain the design position of an above-ground trunk pipeline when operating in areas with permafrost soils [46,47]. The device functions by cutting through the frozen soil caused by frost heave forces with its sharp edge on the support slab. The proposed support structure of the above-ground trunk pipeline was modeled using Autodesk Inventor software and is depicted in Figure 2.
The proposed design of the support structure has the potential to enhance the stability of above-ground trunk pipelines in areas with continuous permafrost spreading. The sharp edge cuts through the bloated frozen soil sideways, thereby preventing vertical shifting of the support. By cutting the frozen soil and reducing residual swelling, the support slab can effectively protect the pipeline from the effects of frost heaving. This leads to a decrease in the stress-strain state of the pipeline, thus increasing its operational reliability and reducing the need for frequent inspections. The sharp edge of the support slab plays a crucial role in ensuring the stability of the pipeline.

3.2. Development of an Experimental Bench to Assess the Loads Taken by the Devices and Forces Required to Cut Frozen Ground

The soils utilized in this study consist of clay, sand, and sandy loam, which are representative of the key mineral components present in regions with permafrost. The experimental materials comprised of clay, quartz sand, and a loam composed of clay and quartz sand, with a clay content of 20% in the sandy loam.
The preparation of the materials for the cutting experiment was carried out as follows:
  • Clay, sand, and sandy loam were saturated with water.
  • The required mass was weighed using electronic scales and the clay and quartz sand were blended evenly with a small amount of water (Figure 3) to achieve a water content of 15%.
  • The prepared samples were placed in a cylindrical metal tube with a diameter of 350 mm and a sample thickness of 350 mm. The container with the sample was then placed in a refrigerator for 48 h to freeze the sample at the desired temperature (−4 °C to −10 °C).
  • After the freezing process, the samples were characterized using a compression test installation to determine the soil deformation parameter, a stabilometer for three-axis compression tests to study the soil’s mechanical properties, and a single-plane shear testing installation on the freezing surface to determine the soil’s strength and deformability index. The results of the characteristics of the frozen soil are presented in Table 1. The physical properties of the soil were determined using a flask with a beaker and scales (Figure 4).
  • Finally, the sample was placed in the cold chamber of the press (Figure 5) and the necessary temperature was maintained to ensure the validity of the experiment.
  • Further, a static load was applied to the sharp edge using a press, as the bloating process occurs slowly and results in an evenly applied load with 1 mm displacements. This displacement closely resembles real-life cryogenic conditions. The experiments were conducted three times for each sample and temperature, and the average values were calculated and rounded to whole numbers based on the results of the repetitions.
An experimental bench was constructed to evaluate the feasibility of the support design. The bench simulates the behavior of the support slab in soil when used to reinforce pipe supports. The simulator consists of a movable press with a cooling chamber, which applies pressure on the slab to simulate pipeline loads. A stationary personal computer (PC) was placed next to the press to set the required fracture stress and soil temperature values. A sharp-edged support slab was positioned under the loading press and its displacement was monitored by the PC. The reduced-scale support slab serves as a representative model of an actual support slab. The primary aim of the bench tests is to validate the effectiveness of the proposed support design. This involves determining the fracture stress of frozen expanded soil based on soil type and different temperatures, which are influenced by the climatic conditions in regions with permafrost rocks.
For the experiment, a baseplate with sharp edge angles of 30 and 45 degrees was selected. The baseplate was 150 × 80 mm in size and made of reinforced concrete, 170 mm long, with a concrete grade of M500. A steel press with a cooling chamber, two refrigerators, with freezing temperatures ranging from −4 °C to −10 °C, soil samples of different types (sand, clay, and loam), and a metal pipe with a diameter of 350 mm and a length of 500 mm were used. From practical application, it was determined that the angle should not be dull. Hence, for the experiment, angles of 30 and 45 degrees were selected as boundary conditions. An angle higher than 45 degrees is deemed ineffective due to its weak cutting effect while decreasing the angle below 30 degrees would result in a reduced support-bearing capacity. Hence, the specific boundary extreme angles of 30 and 45 degrees were established. The experimental setup (Figure 5) was designed to simulate the impact of soil frost heave forces on the support structure, with the goal of demonstrating the effectiveness of the structure by cutting the frost-heaving soil with the sharp edge of the support plate. The soil was frozen using refrigerators (Figure 6), where soil samples and reinforced concrete edges were placed for 24 h. The main objective of the bench tests was to confirm the effectiveness of the proposed method. This involved determining the fracture stress of the frost-heaving soil based on soil type and different temperatures, which are influenced by the climatic conditions in regions with continuous permafrost.
During the full-scale experiments, the press was applied from above onto the support slab with a sharp edge, causing it to move down towards the frozen soil by a relative distance of 0.01 m. The forces required to fracture the frozen soil were captured and displayed on the computer screen. These experiments aimed to simulate the loads created by soil frost heave forces and to determine the stress of fracture of the frozen soil, depending on soil type and temperature, as a result of the continuous spread of permafrost in the region.
Figure 7 shows the destroyed frozen ground.
At the outset of the experiment, it was determined that a fracture stress of 3.5 kN was necessary for the destruction of frozen soil at −4 °C using a sharp edge with an angle of 45 degrees. The results indicated that the required fracture stress was higher for the 45-degree sharp edge compared to the use of a sharp edge with an angle of 30 degrees. Consequently, a 30-degree sharp edge was employed for subsequent experimentation. The measurements were recorded and displayed on the computer screen as graphs and values, as exemplified by the fracture stress plots of frozen soil at the minimum low temperature of −10 °C in Figure 8.
The loads acting on the support of the aboveground pipeline were calculated by determining the fracture stress of frozen soil, at which the soil undergoing frost heaving was severed from the sharp edge of the supporting structure under the influence of frost heave forces.

3.3. Determination of the Convergence of Calculation Results Based on the Proposed Experimental Model with the Results of Finite-Element Modeling of the Process of Cutting Frozen Ground

In this section, we developed a finite-element model of the cutting process of frozen soil using the PLAXIS software. To this end, a three-dimensional model was constructed to represent a loaded baseplate cutting through the frozen soil. The calculations were performed using the Mohr-Coulomb module, a mathematical model that describes the response of brittle materials, such as concrete, to both shear stress and normal stress. Utilizing the results of the in-situ experiment, the soil characteristics were employed as the initial simulation data for a baseplate with frozen soil, as depicted in Figure 9.
Ground cutting occurs as a result of plastic deformation when the relative shear stress reaches a value of 1 (depicted in red) on all side faces. This is shown in Figure 10, Figure 11 and Figure 12.
To assess the accuracy of the mathematical model for calculating the design of the support slab in the PLAXIS environment, the final results of the finite-element model and the experimental measurement data were compared with the actual displacements of the support slab obtained through PC measurements (as presented in Table 2).
The verification calculations demonstrate the reliability of the proposed above-ground pipeline support structure, specifically the support slab with a sharp edge, through the high level of convergence between the model and experimental measurements (as shown in Table 3).
Based on the obtained data, it was determined that the error between the two measurements was minimal and met the criteria for reliable results. During the experimental and numerical calculations, a trend was observed where the ground fracture stress increased as the temperature of the ground decreased. For illustration, the dependencies of the average soil fracture stress values, as determined by the numerical and experimental data, on the temperature of the frozen ground were plotted and are shown in Figure 13.
In order to maintain the stability of pipelines during above-ground installations in areas with continuous permafrost, the design of the support should account for cutting through the frozen expanded soil. The results of the calculations for the developed model of a supported slab with frozen ground support the use of a reinforced concrete slab with a sharp edge as a base for above-ground support in permafrost soils. To eliminate the risk of displacement of the support and rupture of the above-ground pipelines due to cryogenic processes of frost swelling, it is suggested to incorporate a new support design that features a sharp edge sunk into the ground. The interaction of factors such as temperature, frost heave, soil type, and predicted changes in soil conditions in response to the area’s climate conditions may lead to the formation of frost bumps, displacement of the support, and damage to both the above-ground pipeline and its supporting structure. It is important to consider that different soil types with varying degrees of frost heave may require different load specifications on the base slab to achieve the desired cutting effect of the bloated soil. As such, it is necessary to apply a design load to the tip of the sharp edge of the base plate to facilitate the cutting of the bloated soil.
It is crucial to acknowledge that the scope of the study was confined to the analysis of the supporting reinforced concrete slab. Further research is necessary to address the potential consequences of ground deformation modulus and water content on the slab’s strength when the temperature decreases. These factors can increase the strength of the ground, which could result in the failure of the sharp edge and the lifting of the baseplate. To mitigate this, future studies will focus on evaluating the efficacy of adding a damping element between the baseplate and the upstand.
Additionally, the development of a methodology for calculating the support structures and performing numerical simulations of the pipeline’s NAM with the existing and proposed support designs is also planned. However, it is important to keep in mind that the practical implementation of the developed design is dependent on its interaction with real-field conditions. Hence, future studies will aim to investigate the potential application of the support design in actual aboveground pipeline sections located in areas of continuous permafrost soils.

4. Conclusions

Most prior scientific research has been dedicated to enhancing the understanding of cryogenic ground frost heave during the operation of aboveground trunk pipelines and the creation of pipeline support structures in areas of permafrost. However, there are no existing studies that specifically address the stability of pipelines under the influence of frost heave forces. The unique aspect of this research lies in the development of a novel pipeline support design, which has practical implications for the operation of aboveground main pipelines with stability issues. Specifically, it considers the determination of soil fracture stresses based on the type and temperature of rocks interacting with the support slab of the proposed design in regions with seasonal thawing and freezing. The design presented in this paper integrates multiple aspects of trunk pipeline operation, enabling the prediction of support displacement. This study draws the following conclusions:
  • The design of the support system was developed based on the soil characteristics and the loads on both the pipeline and bloated soil sides, taking into account the processes of cryogenic soil swelling and laboratory results obtained through the method of single-plane shear over the freezing surface. The soil fracture stresses were determined by varying the sharp edge of the base plate and the physical characteristics of frost-heave soil.
  • As the soil temperature decreases due to the freezing of bound water during the support operation, the soil fracture stress begins to increase throughout the process. The optimal load on the support from the pipeline side is suggested to be determined at the point where the soil fracture stress starts to fracture.
  • Numerical calculations for the proposed model of the support slab with frozen soil were performed using experimental data to determine the dependence on frozen soil load. The results showed that as the ground temperature decreases from −4 °C to −10 °C, the ground fracture stress increases. Hence, to effectively cut the ground with the sharp edge of the base plate, it is necessary to increase the load from the pipeline as the ground temperature decreases. The correlation between the numerical and experimental results was found to be good, demonstrating the effectiveness of the proposed design for aboveground pipeline support.
  • The feasibility of applying the developed support design to a wider range of pipelines in Arctic regions will be assessed in future research. Furthermore, to enhance the accuracy of the model for predicting support stability loss, the scope of the study will be expanded by considering additional factors that impact support stability, such as the spring stiffness factor of the support damper element and its relationship with low-temperature characteristics and soil strength limit.

Author Contributions

Conceptualization, I.A.S., A.M.B. and D.I.S.; methodology, I.A.S. and A.M.B.; software, A.M.B.; validation, I.A.S., A.M.B., D.I.S. and T.V.N.; formal analysis, I.A.S., A.M.B. and D.I.S.; investigation, I.A.S., A.M.B., D.I.S. and T.V.N.; resources, A.M.B. and D.I.S.; data curation, A.M.B.; writing—original draft preparation, A.M.B. and T.V.N.; writing—review and editing, I.A.S., A.M.B. and T.V.N.; visualization, I.A.S. and A.M.B.; supervision, I.A.S. and A.M.B.; project administration, I.A.S., A.M.B. and D.I.S. All authors have read and agreed to the published version of the manuscript.

Funding

This research received no external funding.

Institutional Review Board Statement

Not applicable.

Informed Consent Statement

Not applicable.

Data Availability Statement

Not applicable.

Conflicts of Interest

The authors declare no conflict of interest.

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Figure 1. Frost heave of aboveground pipeline supports.
Figure 1. Frost heave of aboveground pipeline supports.
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Figure 2. Model of above-ground trunk pipeline support structure: 1—a metal pipeline with a diameter of 1420 mm; 2—metallic base with a width of 450 mm and length of 1500 m; 3—metallic half-collar: with a width of 450 mm and length of 1500 m; 4—metallic cross-arm table: with a width of 450 mm, length of 1600 mm and thickness of 120 mm; 5—support slab reinforced concrete with a length of 2200 mm, width of 600 mm, a height of 7000 mm, sharp edge angle 30 degrees; 6—spring damper, metal: with a spring diameter of 190 mm; 7—screw pile and metal with a diameter 180 mm, length of 8000 mm; 8—ground permafrost.
Figure 2. Model of above-ground trunk pipeline support structure: 1—a metal pipeline with a diameter of 1420 mm; 2—metallic base with a width of 450 mm and length of 1500 m; 3—metallic half-collar: with a width of 450 mm and length of 1500 m; 4—metallic cross-arm table: with a width of 450 mm, length of 1600 mm and thickness of 120 mm; 5—support slab reinforced concrete with a length of 2200 mm, width of 600 mm, a height of 7000 mm, sharp edge angle 30 degrees; 6—spring damper, metal: with a spring diameter of 190 mm; 7—screw pile and metal with a diameter 180 mm, length of 8000 mm; 8—ground permafrost.
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Figure 3. Samples and materials for tests: (a)—sand; (b)—clay; (c)—a piece of metal pipe; (d)—scales: brand M-ER 333 AF-150.50 “FARMER” LCD, the maximum weighing limit of 150 kg, the accuracy of 50 g; (e)—ground with water (ambient temperature); (f)—reinforced concrete sharp edges with angles 30 and 45 degrees.
Figure 3. Samples and materials for tests: (a)—sand; (b)—clay; (c)—a piece of metal pipe; (d)—scales: brand M-ER 333 AF-150.50 “FARMER” LCD, the maximum weighing limit of 150 kg, the accuracy of 50 g; (e)—ground with water (ambient temperature); (f)—reinforced concrete sharp edges with angles 30 and 45 degrees.
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Figure 4. Instrumentation to determine the characteristics of frozen soil: (a)—flask: Volumetric Flasks with screw caps 25 mL, accuracy 50 mm; (b)—installation for testing frozen soil by single-plane shear along the freezing surface: GEOTEC STANDARD, vertical load up to 10 kN, accuracy ± 1%; (c)—stabilometer: automated GT 1. 3.8, vertical load up to 5 kN lateral pressure up to 0.6 MPa, accuracy ± 1%; (d)—unit for soil compression tests: KPR-1, pressure up to 1 MPa, accuracy 0.001 MPa.
Figure 4. Instrumentation to determine the characteristics of frozen soil: (a)—flask: Volumetric Flasks with screw caps 25 mL, accuracy 50 mm; (b)—installation for testing frozen soil by single-plane shear along the freezing surface: GEOTEC STANDARD, vertical load up to 10 kN, accuracy ± 1%; (c)—stabilometer: automated GT 1. 3.8, vertical load up to 5 kN lateral pressure up to 0.6 MPa, accuracy ± 1%; (d)—unit for soil compression tests: KPR-1, pressure up to 1 MPa, accuracy 0.001 MPa.
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Figure 5. Refrigerators for soil freezing: (а)—refrigerator for lower temperatures BIND_6056, temperature up to 5 °C, accuracy 0.1 °C; (b)—refrigerator for lower temperatures UT-7400, temperature range 0–65 °C, the accuracy of maintaining temperature ±0.1; (c)—temperature value for experiments at −4 °C; (d)—temperature value for experiments from −5 °C to −10 °C.
Figure 5. Refrigerators for soil freezing: (а)—refrigerator for lower temperatures BIND_6056, temperature up to 5 °C, accuracy 0.1 °C; (b)—refrigerator for lower temperatures UT-7400, temperature range 0–65 °C, the accuracy of maintaining temperature ±0.1; (c)—temperature value for experiments at −4 °C; (d)—temperature value for experiments from −5 °C to −10 °C.
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Figure 6. Experimental unit with built-in refrigerating chamber: load limit of 150 tons, limit of relative error ± 1%: (а)—press with the closed refrigerating chamber; (b)—press with an open refrigerating chamber (created by the authors).
Figure 6. Experimental unit with built-in refrigerating chamber: load limit of 150 tons, limit of relative error ± 1%: (а)—press with the closed refrigerating chamber; (b)—press with an open refrigerating chamber (created by the authors).
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Figure 7. Frozen soils in the state of fracture stress: (а)—frozen sand; (b)—frozen loamy sand; (c)—frozen clay. Source: from the authors.
Figure 7. Frozen soils in the state of fracture stress: (а)—frozen sand; (b)—frozen loamy sand; (c)—frozen clay. Source: from the authors.
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Figure 8. Fracture stress diagram of frozen sand, sandy loam, and clay at −10 °C.
Figure 8. Fracture stress diagram of frozen sand, sandy loam, and clay at −10 °C.
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Figure 9. Model of a loaded base plate cutting bloated frozen soil. Model parameters: length—150 mm, width—80 mm, height—170 mm, angle of sharp edge—30 degrees.
Figure 9. Model of a loaded base plate cutting bloated frozen soil. Model parameters: length—150 mm, width—80 mm, height—170 mm, angle of sharp edge—30 degrees.
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Figure 10. Distribution of equivalent stresses of the sharp edge in the most probable case of cutting frozen clay from the frost heave forces at −10 °C.
Figure 10. Distribution of equivalent stresses of the sharp edge in the most probable case of cutting frozen clay from the frost heave forces at −10 °C.
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Figure 11. Distribution of equivalent stresses of the sharp edge in the most probable case of cutting frozen sand from frost heave forces at −10 °C.
Figure 11. Distribution of equivalent stresses of the sharp edge in the most probable case of cutting frozen sand from frost heave forces at −10 °C.
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Figure 12. Distribution of equivalent stresses of the sharp edge in the most probable case of cutting frozen sandy loam from the frost heave forces at −10 °C.
Figure 12. Distribution of equivalent stresses of the sharp edge in the most probable case of cutting frozen sandy loam from the frost heave forces at −10 °C.
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Figure 13. Dependence of the average soil fracture stress on the frozen ground temperature for sand, sandy loam, and clay.
Figure 13. Dependence of the average soil fracture stress on the frozen ground temperature for sand, sandy loam, and clay.
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Table
Table 1. Characteristics of frozen expanded soil at −10 °C.
Table 1. Characteristics of frozen expanded soil at −10 °C.
Characteristics of Frozen GroundModulus of Deformation, kN/m2Poisson’s RatioCohesion, kPaInternal Friction AngleSpecific Gravity of the Soil, kN/m3Porosity Coefficient, d. Units
Sand16,671,3050.3251926.090.65
Clay2,941,9950.4451526.870.65
Sandy loam11,473,7800.31241326.480.65
Table
Table 2. Results of the performance test of the computational model.
Table 2. Results of the performance test of the computational model.
No. of ExperienceTemperature of Frozen Ground, °CType of Frozen GroundSoil Fracture Stress, NMovements of the Press with a Sharp Edge, m
Results of experimental measurements (initial data—given actual displacements of a sharp edge)
1−4Sand16,0550.1014
Sandy loam17,0850.1013
Clay25,0910.1019
2−5Sand21,5260.1016
Sandy loam30,7680.1012
Clay48,3550.1022
3−7Sand34,7540.1013
Sandy loam49,8860.1014
Clay73,9760.1029
4−8Sand42,6390.1012
Sandy loam56,8680.1015
Clay91,6690.1033
5−10Sand58,6440.1011
Sandy loam78,6470.1012
Clay119,1480.1051
Calculation results in the PLAXIS final element model (input data—given actual sharp edge movements)
1−4Sand16,6950.1014
Sandy loam17,5850.1013
Clay25,5910.1019
2−5Sand22,0260.1016
Sandy loam31,2680.1012
Clay49,1340.1022
3−7Sand35,2230.1013
Sandy loam50,7730.1014
Clay74,6660.1029
4−8Sand43,3580.1012
Sandy loam57,3320.1015
Clay92,6490.1033
5−10Sand59,2340.1011
Sandy loam79,6360.1012
Clay121,1470.1051
Table
Table 3. Assessment of the convergence of calculated values with experimental studies.
Table 3. Assessment of the convergence of calculated values with experimental studies.
Temperature of Frozen Ground, °СType of Frozen GroundSoil Fracture Stress, NRelative Error, %
Results of Experimental MeasurementsCalculation Results in the PLAXIS Finite Element Model
−4Sand16,05516,6957.8
Sandy loam17,08517,5858.9
Clay25,09125,5917.2
−5Sand21,52622,0268.7
Sandy loam30,76831,2688.2
Clay48,35549,1349.2
−7Sand34,75435,2238.5
Sandy loam49,88650,7739.3
Clay73,97674,6668.7
−8Sand42,63943,3587.8
Sandy loam56,86857,3329.2
Clay91,66992,6498.9
−10Sand58,64459,2349.3
Sandy loam78,64779,6368.5
Clay119,148121,1479.4
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Shammazov, I.A.; Batyrov, A.M.; Sidorkin, D.I.; Van Nguyen, T. Study of the Effect of Cutting Frozen Soils on the Supports of Above-Ground Trunk Pipelines. Appl. Sci. 2023, 13, 3139. https://doi.org/10.3390/app13053139

AMA Style

Shammazov IA, Batyrov AM, Sidorkin DI, Van Nguyen T. Study of the Effect of Cutting Frozen Soils on the Supports of Above-Ground Trunk Pipelines. Applied Sciences. 2023; 13(5):3139. https://doi.org/10.3390/app13053139

Chicago/Turabian Style

Shammazov, Ildar A., Artur M. Batyrov, Dmitry I. Sidorkin, and Thang Van Nguyen. 2023. "Study of the Effect of Cutting Frozen Soils on the Supports of Above-Ground Trunk Pipelines" Applied Sciences 13, no. 5: 3139. https://doi.org/10.3390/app13053139

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