2025, 39(3): 317-324.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0015
Abstract:
Compared to general static model tests, drilling type model tests require consideration of dynamic issues. The test theories are complex and the test control conditions are strict. On the basis of the static similarity ratio criterion, this article derives the dynamic similarity ratio criterion for drilling model tests and develops a matching model test platform. The platform uses surface vibration compaction method to prepare samples. By finely controlling the vibration conditions, it overcomes the shortcomings of traditional rain method and manual compaction method, and achieves the maximum dry density, higher density and uniformity of the samples. To address the issue of high stability requirements for monitoring data, a pressure monitoring sensor was installed at the bottom of the sample barrel to monitor drilling resistance and eliminate the influence of sliding friction between the guide rail and the rotary drilling platform. The new method provides more stable monitoring values, with residual squared values approximately one-third that of traditional methods. The experiment shows that the new model experimental platform and method can overcome the shortcomings of existing technology, distinguish the influence of subtle changes in experimental conditions on drilling efficiency, and can be used for research on the adaptability of pile drilling tools and tool selection.
Compared to general static model tests, drilling type model tests require consideration of dynamic issues. The test theories are complex and the test control conditions are strict. On the basis of the static similarity ratio criterion, this article derives the dynamic similarity ratio criterion for drilling model tests and develops a matching model test platform. The platform uses surface vibration compaction method to prepare samples. By finely controlling the vibration conditions, it overcomes the shortcomings of traditional rain method and manual compaction method, and achieves the maximum dry density, higher density and uniformity of the samples. To address the issue of high stability requirements for monitoring data, a pressure monitoring sensor was installed at the bottom of the sample barrel to monitor drilling resistance and eliminate the influence of sliding friction between the guide rail and the rotary drilling platform. The new method provides more stable monitoring values, with residual squared values approximately one-third that of traditional methods. The experiment shows that the new model experimental platform and method can overcome the shortcomings of existing technology, distinguish the influence of subtle changes in experimental conditions on drilling efficiency, and can be used for research on the adaptability of pile drilling tools and tool selection.
2025, 39(3): 325-330.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0304
Abstract:
In the process of coastal survey, some special situations such as existing structures and shoals may be encountered, which often lead to high operational risk, high operational cost, and difficult work. To solve this problem, a multi-functional exploration platform on land and sea has been developed. The exploration platform can realize the functions of all-terrain walking on land and sea, remote lifting of legs, intelligent leveling of operation surface, synchronous multi-functional exploration, etc., to improve work efficiency, reduce operational risks, reduce cost input, and standardize operation processes.
In the process of coastal survey, some special situations such as existing structures and shoals may be encountered, which often lead to high operational risk, high operational cost, and difficult work. To solve this problem, a multi-functional exploration platform on land and sea has been developed. The exploration platform can realize the functions of all-terrain walking on land and sea, remote lifting of legs, intelligent leveling of operation surface, synchronous multi-functional exploration, etc., to improve work efficiency, reduce operational risks, reduce cost input, and standardize operation processes.
2025, 39(3): 331-340.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0093
Abstract:
For shallow-buried oversized cross-section flat structure tunnels, reasonable cross-section design and construction method selection are crucial for ensuring tunnel construction safety. In this study, finite difference computation software FLAC 3D was employed to optimize the flat ratio and construction method for Tunnel No.2 of Tonggang Road in the Shenzhen-Shanwei Cooperation Zone. The effects of four different flat ratios and two distinct construction methods on the deformation and stress distribution of the surrounding rock were analyzed, and the entropy weight method was utilized to determine the weights of indicators such as plastic zone area, vault settlement, and ground settlement. Each scheme was evaluated through comprehensive scoring and comparison, leading to the proposal of the optimal flat ratio and construction method for the studied tunnel project. Numerical simulation results indicated that a section design with a flat ratio of 0.65 combined with the double-side drift excavation method represents the optimal solution. The high consistency between field construction monitoring data and numerical simulation results was demonstrated, validating the accuracy of the established numerical model and the feasibility of the proposed optimized construction scheme. The findings provide theoretical support and data references for the construction of shallow buried super-large sections of flat structure tunnels.
For shallow-buried oversized cross-section flat structure tunnels, reasonable cross-section design and construction method selection are crucial for ensuring tunnel construction safety. In this study, finite difference computation software FLAC 3D was employed to optimize the flat ratio and construction method for Tunnel No.2 of Tonggang Road in the Shenzhen-Shanwei Cooperation Zone. The effects of four different flat ratios and two distinct construction methods on the deformation and stress distribution of the surrounding rock were analyzed, and the entropy weight method was utilized to determine the weights of indicators such as plastic zone area, vault settlement, and ground settlement. Each scheme was evaluated through comprehensive scoring and comparison, leading to the proposal of the optimal flat ratio and construction method for the studied tunnel project. Numerical simulation results indicated that a section design with a flat ratio of 0.65 combined with the double-side drift excavation method represents the optimal solution. The high consistency between field construction monitoring data and numerical simulation results was demonstrated, validating the accuracy of the established numerical model and the feasibility of the proposed optimized construction scheme. The findings provide theoretical support and data references for the construction of shallow buried super-large sections of flat structure tunnels.
2025, 39(3): 341-346.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0181
Abstract:
The calculation of vertical additional stress on the foundation under uniformly distributed circular loads is fundamental for settlement calculation. The Code for Design of Builiding Foundation continues to use the Geddes stress solution to calculate additional stresses, considering pile end resistance and pile side resistance are concentrated forces acting on the pile axis, yet neglecting the pile diameter’s influence. Therefore, there is a certain degree of error. The Technical Code for Building Pile Foundations considers the size of pile diameter when calculating the effect of end resistance, and an analytical expression for the additional stress along the axis of the pile has been obtained, but no analytical expression was provided for the additional stress outside the pile axis, as well as ignoring the size of the pile diameter. Addressing the shortcomings of the above methods, based on the uniformly distributed load of the circular area, considering the size of pile diameter, the Mindlin analytical formula for the vertical additional stress at any point outside the pile axis and under the side resistance was derived by integral operation. By using these analytical formulas to develop calculation programs, it is convenient to calculate vertical additional stress at any point in an elastic body in a semi-infinite space. Comparative calculations show that the method proposed has reliable accuracy. The method can be applied to practical engineering and has certain reference significance for further research on the calculation of additional stress under uniformly distributed circular loads.
The calculation of vertical additional stress on the foundation under uniformly distributed circular loads is fundamental for settlement calculation. The Code for Design of Builiding Foundation continues to use the Geddes stress solution to calculate additional stresses, considering pile end resistance and pile side resistance are concentrated forces acting on the pile axis, yet neglecting the pile diameter’s influence. Therefore, there is a certain degree of error. The Technical Code for Building Pile Foundations considers the size of pile diameter when calculating the effect of end resistance, and an analytical expression for the additional stress along the axis of the pile has been obtained, but no analytical expression was provided for the additional stress outside the pile axis, as well as ignoring the size of the pile diameter. Addressing the shortcomings of the above methods, based on the uniformly distributed load of the circular area, considering the size of pile diameter, the Mindlin analytical formula for the vertical additional stress at any point outside the pile axis and under the side resistance was derived by integral operation. By using these analytical formulas to develop calculation programs, it is convenient to calculate vertical additional stress at any point in an elastic body in a semi-infinite space. Comparative calculations show that the method proposed has reliable accuracy. The method can be applied to practical engineering and has certain reference significance for further research on the calculation of additional stress under uniformly distributed circular loads.
2025, 39(3): 347-352.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0199
Abstract:
In engineering construction, tower crane foundations are sometimes combined with the main foundation, using a permanent temporary combination design. There may be asymmetrically arranged pile foundations with multiple pile diameters and eccentric loads in this situation. Focusing on this type of pile foundation, a theoretical calculation formula for the pile top effect was proposed. ABAQUS was applied to conduct finite element simulation calculations on actual engineering examples to verify the accuracy and universality of the proposed theoretical formula. The results indicate that the calculation method for pile top effect of group pile foundations in existing codes is a special case of the method proposed in this paper, and the proposed method has a broader application scope. The average error of directly applying the code’s method for calculating the pile head effects of regularly arranged group pile foundations is 18.38%, whereas the average error of the method proposed in this paper is 5.88%. Through error analysis, it is recommended that a safety factor, determined based on the importance of the project and the direction of forces among other factors, should be applied when using the proposed method for engineering calculations. A suggested value range of 1.1 to 1.2 is proposed, offering a balance between safety and economy, and avoiding unnecessary design waste.
In engineering construction, tower crane foundations are sometimes combined with the main foundation, using a permanent temporary combination design. There may be asymmetrically arranged pile foundations with multiple pile diameters and eccentric loads in this situation. Focusing on this type of pile foundation, a theoretical calculation formula for the pile top effect was proposed. ABAQUS was applied to conduct finite element simulation calculations on actual engineering examples to verify the accuracy and universality of the proposed theoretical formula. The results indicate that the calculation method for pile top effect of group pile foundations in existing codes is a special case of the method proposed in this paper, and the proposed method has a broader application scope. The average error of directly applying the code’s method for calculating the pile head effects of regularly arranged group pile foundations is 18.38%, whereas the average error of the method proposed in this paper is 5.88%. Through error analysis, it is recommended that a safety factor, determined based on the importance of the project and the direction of forces among other factors, should be applied when using the proposed method for engineering calculations. A suggested value range of 1.1 to 1.2 is proposed, offering a balance between safety and economy, and avoiding unnecessary design waste.
2025, 39(3): 353-360.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0191
Abstract:
Accurate prediction of ground surface settlement and displacement during the construction of closely spaced twin-bore metro tunnels is critical for mitigating dynamic hazards induced by subsurface excavation. This study refines the stochastic medium theory by developing an optimized algorithm that integrates three key factors: tunnel cross-section convergence modes, spatial positioning of twin-bore tunnels, and variations in tunnel cross-sectional geometries. Validation was conducted through comparative analysis of settlement monitoring data and theoretical predictions across three engineering case studies. The findings demonstrate that the optimized algorithm applies to scenarios where the span-to-breadth ratio (L/B) is below 7. The stochastic medium simplified theoretical prediction curve and the settlement monitoring curve are better fitted, the maximum settlement position and the trend is consistent with the settlement monitoring curve. The theoretical prediction curve settlement groove width is consistent with the settlement monitoring curve settlement groove width. The optimal algorithm and the settlement monitoring data have good consistency, which can provide reference for the project.
Accurate prediction of ground surface settlement and displacement during the construction of closely spaced twin-bore metro tunnels is critical for mitigating dynamic hazards induced by subsurface excavation. This study refines the stochastic medium theory by developing an optimized algorithm that integrates three key factors: tunnel cross-section convergence modes, spatial positioning of twin-bore tunnels, and variations in tunnel cross-sectional geometries. Validation was conducted through comparative analysis of settlement monitoring data and theoretical predictions across three engineering case studies. The findings demonstrate that the optimized algorithm applies to scenarios where the span-to-breadth ratio (L/B) is below 7. The stochastic medium simplified theoretical prediction curve and the settlement monitoring curve are better fitted, the maximum settlement position and the trend is consistent with the settlement monitoring curve. The theoretical prediction curve settlement groove width is consistent with the settlement monitoring curve settlement groove width. The optimal algorithm and the settlement monitoring data have good consistency, which can provide reference for the project.
2025, 39(3): 361-366.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0196
Abstract:
Marine soils have significant non-uniformity due to complex geological factors during the formation process, which can impact the safety and serviceability of marine geotechnical structures. Accurately identifying soil layers and determining soil properties are crucial for assessing foundation bearing capacity, predicting deformations, and designing marine geotechnical structures. A soil profile stratification method considering uncertainty was developed based on random field theory. By incorporating spatial correlations between soil layers, the probabilities of each soil element belonging to specific soil categories were estimated and two-dimensional soil stratification was achieved through Monte Carlo sampling. The influence of depth factors and the number of boreholes on the uncertainty of stratification results was analyzed. The results demonstrated that this approach can achieve two-dimensional soil stratification within the coverage range of limited borehole data. Reduction in the number of boreholes could increase the uncertainty of stratification results.
Marine soils have significant non-uniformity due to complex geological factors during the formation process, which can impact the safety and serviceability of marine geotechnical structures. Accurately identifying soil layers and determining soil properties are crucial for assessing foundation bearing capacity, predicting deformations, and designing marine geotechnical structures. A soil profile stratification method considering uncertainty was developed based on random field theory. By incorporating spatial correlations between soil layers, the probabilities of each soil element belonging to specific soil categories were estimated and two-dimensional soil stratification was achieved through Monte Carlo sampling. The influence of depth factors and the number of boreholes on the uncertainty of stratification results was analyzed. The results demonstrated that this approach can achieve two-dimensional soil stratification within the coverage range of limited borehole data. Reduction in the number of boreholes could increase the uncertainty of stratification results.
2025, 39(3): 367-373.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0066
Abstract:
Based on the traditional design and calculation theory of pile row, a calculation method suitable for the chair retaining structure was proposed, and the initial soil pressure distribution coefficient between the front and back piles of the chair retaining structure was improved. The chair retaining structure analysis program CRSA was compiled by Mathematica software, and the double-row pile retaining structure was calculated and compared by Lizheng deep foundation pit support design software. The analysis results show that the CRSA program is correct and can be used for practical engineering calculation and analysis. According to the concrete project, the internal force and deformation of the chair retaining structure with three different slope sections were calculated and analyzed. The analysis results show that the bending moment of the chair retaining structures was the largest at the joint of the front pile and the connecting beam. When designing the structure, the reinforcement amount at this location should be increased. The maximum value of pile shear was located at the front pile below the foundation pit bottom, and the maximum value of horizontal displacement was located at the top of the front pile. Attention should be paid to the internal force and deformation of the structure to meet the relevant requirements during design.
Based on the traditional design and calculation theory of pile row, a calculation method suitable for the chair retaining structure was proposed, and the initial soil pressure distribution coefficient between the front and back piles of the chair retaining structure was improved. The chair retaining structure analysis program CRSA was compiled by Mathematica software, and the double-row pile retaining structure was calculated and compared by Lizheng deep foundation pit support design software. The analysis results show that the CRSA program is correct and can be used for practical engineering calculation and analysis. According to the concrete project, the internal force and deformation of the chair retaining structure with three different slope sections were calculated and analyzed. The analysis results show that the bending moment of the chair retaining structures was the largest at the joint of the front pile and the connecting beam. When designing the structure, the reinforcement amount at this location should be increased. The maximum value of pile shear was located at the front pile below the foundation pit bottom, and the maximum value of horizontal displacement was located at the top of the front pile. Attention should be paid to the internal force and deformation of the structure to meet the relevant requirements during design.
2025, 39(3): 374-382.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0015
Abstract:
Open-mouth curtain protective net has been widely used in rock collapse control because of its advantages such as technical pertinence, short construction period, low construction cost and obvious protective effect. Based on a landslide treatment project in Fugu County, Yulin City, Shaanxi Province, this study analyzes and evaluates the landslide from the engineering geological conditions and causes, and simulates the movement state of rockfall on the slope with Rockfall software. A comprehensive treatment scheme of local active protective net reinforcement+open-mouth curtain protective net guidance+passive protective net interception at the foot of the slope was applied. Practice shows that this treatment scheme has good protective effect, and can intercept rockfall and rolling stones 100%, which can save about 2 million yuan compared with other schemes. It can provide some reference for similar high rock slope collapse treatment projects.
Open-mouth curtain protective net has been widely used in rock collapse control because of its advantages such as technical pertinence, short construction period, low construction cost and obvious protective effect. Based on a landslide treatment project in Fugu County, Yulin City, Shaanxi Province, this study analyzes and evaluates the landslide from the engineering geological conditions and causes, and simulates the movement state of rockfall on the slope with Rockfall software. A comprehensive treatment scheme of local active protective net reinforcement+open-mouth curtain protective net guidance+passive protective net interception at the foot of the slope was applied. Practice shows that this treatment scheme has good protective effect, and can intercept rockfall and rolling stones 100%, which can save about 2 million yuan compared with other schemes. It can provide some reference for similar high rock slope collapse treatment projects.
2025, 39(3): 383-390.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0212
Abstract:
The evaluation of artificial recharge groundwater hot water resources in the Huitang geothermal mining area was carried out through long-term dynamic monitoring, comprehensive evaluation, and hydrogeological geological and geophysical exploration. The results show that the water level increased by 24.66 meters compared to before the artificial recharge test, preventing the trend of continuous decline in groundwater levels in the working area. The water temperature has decreased by an average of 9.33 ℃ compared to before artificial recharge. The content of most ions or elements can remain stable. Through calculation, the total geothermal resources of Huitang is 7.9503 × 1013 kJ, and it is feasible to control the allowable mining output of underground hot water at 3902 m3/d.
The evaluation of artificial recharge groundwater hot water resources in the Huitang geothermal mining area was carried out through long-term dynamic monitoring, comprehensive evaluation, and hydrogeological geological and geophysical exploration. The results show that the water level increased by 24.66 meters compared to before the artificial recharge test, preventing the trend of continuous decline in groundwater levels in the working area. The water temperature has decreased by an average of 9.33 ℃ compared to before artificial recharge. The content of most ions or elements can remain stable. Through calculation, the total geothermal resources of Huitang is 7.9503 × 1013 kJ, and it is feasible to control the allowable mining output of underground hot water at 3902 m3/d.
2025, 39(3): 391-397.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0235
Abstract:
This research takes the Tianjin area as an example to analyze the development, distribution, and engineering characteristics of silty clay in the region. A correlation study of the shear indices within the five silty clay layers affected by the foundation pit was conducted. The univariate linear regression equations and statistical results of shear indices for each standard layer of silty clay were provided. In conjunction with multiple typical engineering cases in the Tianjin area, the safety and economic analyses of silty clay water-soil separate accounting and combined accounting methods were carried out. Additionally, through comparative analysis of measured deformations of foundation pits, the applicability of direct quick water-soil combined accounting and fixed quick water-soil separate accounting methods for silty clay in the Tianjin area was discussed. The research findings are as follows: (1) In the Tianjin area, the relationships between the shear indices cq and ccq, as well as φq and φcq of the silty clay layer are not significant, with the coefficient of determination R2 ranging between 0.2 and 0.3. (2) Compared to the direct quick water-soil combined accounting method, the safety of the fixed quick water-soil separate accounting method for silty clay in the Tianjin area is relatively poor. (3) Regardless of whether it is a cantilever structure or a supported retaining structure, the calculated bending moments and shear forces of the retaining structures using the direct quick water-soil combined accounting method are generally smaller than those using the water-soil separate accounting method, resulting in better economic efficiency. (4) Analysis of measured deformations indicates that the on-site measured values of deep horizontal displacement and surrounding surface settlement of the retaining structures for various projects are more closely aligned with the results calculated using the direct quick combined accounting method than with the fixed quick water-soil separate accounting method.
This research takes the Tianjin area as an example to analyze the development, distribution, and engineering characteristics of silty clay in the region. A correlation study of the shear indices within the five silty clay layers affected by the foundation pit was conducted. The univariate linear regression equations and statistical results of shear indices for each standard layer of silty clay were provided. In conjunction with multiple typical engineering cases in the Tianjin area, the safety and economic analyses of silty clay water-soil separate accounting and combined accounting methods were carried out. Additionally, through comparative analysis of measured deformations of foundation pits, the applicability of direct quick water-soil combined accounting and fixed quick water-soil separate accounting methods for silty clay in the Tianjin area was discussed. The research findings are as follows: (1) In the Tianjin area, the relationships between the shear indices cq and ccq, as well as φq and φcq of the silty clay layer are not significant, with the coefficient of determination R2 ranging between 0.2 and 0.3. (2) Compared to the direct quick water-soil combined accounting method, the safety of the fixed quick water-soil separate accounting method for silty clay in the Tianjin area is relatively poor. (3) Regardless of whether it is a cantilever structure or a supported retaining structure, the calculated bending moments and shear forces of the retaining structures using the direct quick water-soil combined accounting method are generally smaller than those using the water-soil separate accounting method, resulting in better economic efficiency. (4) Analysis of measured deformations indicates that the on-site measured values of deep horizontal displacement and surrounding surface settlement of the retaining structures for various projects are more closely aligned with the results calculated using the direct quick combined accounting method than with the fixed quick water-soil separate accounting method.
2025, 39(3): 398-402.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0206
Abstract:
The causes of projection length deformation in engineering control networks and the methods to eliminate length deformation were analyzed. The principle of the ellipsoid expansion method and four methods for calculating the change in ellipsoid length radius were detailed. Taking the GNSS control network of a certain project in a high-altitude area as an example, four different methods for calculating the change in ellipsoid length radius, including the average curvature radius method, the Mao You curvature radius method, the plane analysis method, and the generalized differentiation method, were used to establish an independent coordinate system. The changes in ellipsoid length radius, latitude of control points, and ground height calculated by the four methods were compared and analyzed, and verified by the measured distance of the total station. It is believed that the Gaussian plane coordinate accuracy obtained by the four calculation methods is the same. Still, the plane analysis method and the generalized differentiation method are the most rigorous. The conclusion can provide a reference for establishing independent coordinate systems in high-altitude areas.
The causes of projection length deformation in engineering control networks and the methods to eliminate length deformation were analyzed. The principle of the ellipsoid expansion method and four methods for calculating the change in ellipsoid length radius were detailed. Taking the GNSS control network of a certain project in a high-altitude area as an example, four different methods for calculating the change in ellipsoid length radius, including the average curvature radius method, the Mao You curvature radius method, the plane analysis method, and the generalized differentiation method, were used to establish an independent coordinate system. The changes in ellipsoid length radius, latitude of control points, and ground height calculated by the four methods were compared and analyzed, and verified by the measured distance of the total station. It is believed that the Gaussian plane coordinate accuracy obtained by the four calculation methods is the same. Still, the plane analysis method and the generalized differentiation method are the most rigorous. The conclusion can provide a reference for establishing independent coordinate systems in high-altitude areas.
2025, 39(3): 403-408.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0095
Abstract:
To explore the impact of foundation treatment construction on airport buildings, relying on the Jinan Airport Geotechnical Engineering Project, experimental research was conducted on the vibration problems caused by dynamic compaction and hydraulic compaction. The vibration response of two foundation treatment methods was analyzed, and a mathematical model was proposed for the peak vibration velocity and the distance from the compaction point. The impact of construction vibration on the surrounding environment was studied. The results show that the peak duration of vibration for the two foundation treatment methods is about 0.1 seconds, and the total duration of vibration action is about 1 second; The attenuation of vibration velocity is approximately a negative exponential function relationship, showing the characteristics of being fast near the compaction point and slow away from the compaction point. Moreover, the greater the compaction energy, the faster the attenuation of vibration velocity. The allowable distance for vibration safety has been determined by relevant regulations, providing a reference for the safety and foundation treatment design of similar engineering dynamic reinforcement.
To explore the impact of foundation treatment construction on airport buildings, relying on the Jinan Airport Geotechnical Engineering Project, experimental research was conducted on the vibration problems caused by dynamic compaction and hydraulic compaction. The vibration response of two foundation treatment methods was analyzed, and a mathematical model was proposed for the peak vibration velocity and the distance from the compaction point. The impact of construction vibration on the surrounding environment was studied. The results show that the peak duration of vibration for the two foundation treatment methods is about 0.1 seconds, and the total duration of vibration action is about 1 second; The attenuation of vibration velocity is approximately a negative exponential function relationship, showing the characteristics of being fast near the compaction point and slow away from the compaction point. Moreover, the greater the compaction energy, the faster the attenuation of vibration velocity. The allowable distance for vibration safety has been determined by relevant regulations, providing a reference for the safety and foundation treatment design of similar engineering dynamic reinforcement.
2025, 39(3): 409-415.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0204
Abstract:
Based on the obvious electrical difference between the abnormal area of pipeline leakage and the surrounding soil, a high-resolution, strong anti-jamming, high-efficiency, and non-destructive Ground Penetrating Radar (GPR) detection and imaging technology was proposed to solve the problem of accurate identification of abnormal seepage area of underground pipeline. To improve the recognition of radar image features of underground pipeline leakage, the Finite Difference Time Domain (FDTD) method was used to simulate the GPR electromagnetic wave response characteristics of different material pipelines, different filling, different leakage locations, and ranges. The migration imaging technique was introduced to concentrate the energy scattered on both sides of the object, thereby correctly repositioning the reflected waves. This approach effectively enhances the lateral resolution of GPR profiles. A characteristic spectrum for forward modeling of underground pipeline leaks was established and it provides a theoretical foundation for the interpretation of actual GPR detection images. The results show that the GPR method can accurately identify the leakage anomaly with clear and obvious features at the effective detection depth. The research results can provide references for the detection and identification of underground pipeline leakage.
Based on the obvious electrical difference between the abnormal area of pipeline leakage and the surrounding soil, a high-resolution, strong anti-jamming, high-efficiency, and non-destructive Ground Penetrating Radar (GPR) detection and imaging technology was proposed to solve the problem of accurate identification of abnormal seepage area of underground pipeline. To improve the recognition of radar image features of underground pipeline leakage, the Finite Difference Time Domain (FDTD) method was used to simulate the GPR electromagnetic wave response characteristics of different material pipelines, different filling, different leakage locations, and ranges. The migration imaging technique was introduced to concentrate the energy scattered on both sides of the object, thereby correctly repositioning the reflected waves. This approach effectively enhances the lateral resolution of GPR profiles. A characteristic spectrum for forward modeling of underground pipeline leaks was established and it provides a theoretical foundation for the interpretation of actual GPR detection images. The results show that the GPR method can accurately identify the leakage anomaly with clear and obvious features at the effective detection depth. The research results can provide references for the detection and identification of underground pipeline leakage.
2025, 39(3): 416-422.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0325
Abstract:
To investigate the influence of shallow-buried pipe jacking construction in soft soil on the displacement, earth pressure, and excess pore water pressure of surrounding soil, this study focuses on the railway undercrossing pipe jacking project at Zhenxi Road in Shanghai’s newly constructed South Connecting Line. Finite element software was utilized to simulate the pipe-jacking process, and the effects of critical parameters such as grouting pressure, pipe diameter, and burial depth on the surrounding soil were systematically analyzed. Field monitoring data validated the simulation results. Key findings reveal that during pipe jacking, soil closer to the pipe experiences greater disturbance, with the affected zone extending approximately twice the pipe diameter. Both excessive and insufficient grouting pressures significantly influence soil displacement, while increases in grouting pressure elevate both earth and pore water pressures in the surrounding soil. Furthermore, variations in pipe diameter and burial depth distinctly affect the magnitude of soil disturbance. This research provides practical insights for optimizing pipe-jacking construction in similar soft soil environments.
To investigate the influence of shallow-buried pipe jacking construction in soft soil on the displacement, earth pressure, and excess pore water pressure of surrounding soil, this study focuses on the railway undercrossing pipe jacking project at Zhenxi Road in Shanghai’s newly constructed South Connecting Line. Finite element software was utilized to simulate the pipe-jacking process, and the effects of critical parameters such as grouting pressure, pipe diameter, and burial depth on the surrounding soil were systematically analyzed. Field monitoring data validated the simulation results. Key findings reveal that during pipe jacking, soil closer to the pipe experiences greater disturbance, with the affected zone extending approximately twice the pipe diameter. Both excessive and insufficient grouting pressures significantly influence soil displacement, while increases in grouting pressure elevate both earth and pore water pressures in the surrounding soil. Furthermore, variations in pipe diameter and burial depth distinctly affect the magnitude of soil disturbance. This research provides practical insights for optimizing pipe-jacking construction in similar soft soil environments.
2025, 39(3): 423-430.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0227
Abstract:
With the rapid development of geotechnical anchoring technology, grouting anchoring technology has been widely used in anchoring engineering due to its advantages of low cost and easy installation. Previous research on grouted anchorage systems has focused on the load-bearing performance of the anchorage system, and the study of the failure modes of the anchorage system is not yet sufficient. The following research tasks were systematically conducted. (1) A refined definition of fully grouted anchorage systems was proposed. (2) The anchorage mechanism of the fully grouted anchorage system was analyzed. (3) Eight failure modes of the fully grouted anchorage system were identified, and the causes of each failure mode were analyzed. (4) The strain distribution law of the grout of the fully grouted anchorage system under five different decoupling states of the two anchorage interfaces was analyzed, and the idea of analyzing the decoupling state of the anchorage interface by monitoring the strain distribution curve of the grout was proposed. (5) A failure mode analysis was conducted on the fully grouted test anchor of the Shenping Anchor Cable Comprehensive Test Project. The results show that the failure of the fully grouted anchorage system is often the result of a combination or comprehensive effect of several failure modes. During the pull-out process, both anchorage interfaces will experience varying degrees of decoupling, while there will be a weak anchorage interface.
With the rapid development of geotechnical anchoring technology, grouting anchoring technology has been widely used in anchoring engineering due to its advantages of low cost and easy installation. Previous research on grouted anchorage systems has focused on the load-bearing performance of the anchorage system, and the study of the failure modes of the anchorage system is not yet sufficient. The following research tasks were systematically conducted. (1) A refined definition of fully grouted anchorage systems was proposed. (2) The anchorage mechanism of the fully grouted anchorage system was analyzed. (3) Eight failure modes of the fully grouted anchorage system were identified, and the causes of each failure mode were analyzed. (4) The strain distribution law of the grout of the fully grouted anchorage system under five different decoupling states of the two anchorage interfaces was analyzed, and the idea of analyzing the decoupling state of the anchorage interface by monitoring the strain distribution curve of the grout was proposed. (5) A failure mode analysis was conducted on the fully grouted test anchor of the Shenping Anchor Cable Comprehensive Test Project. The results show that the failure of the fully grouted anchorage system is often the result of a combination or comprehensive effect of several failure modes. During the pull-out process, both anchorage interfaces will experience varying degrees of decoupling, while there will be a weak anchorage interface.
2025, 39(3): 431-436.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0134
Abstract:
To study the directional evolution law of soft clay microstructure and its correlation with the anisotropy of permeability coefficient, soft soil samples from the Binhai New Area in Tianjin were selected as the research object. The permeability coefficient anisotropy of Tianjin soft soil was studied through permeability tests, and the directionality of the microstructure of Tianjin soft soil before and after consolidation was qualitatively and quantitatively analyzed using scanning electron microscopy (SEM) and Image-Pro Plus (IPP) microscopy image processing technology. The research results show that there is a certain degree of directionality in the pores of the original Tianjin soft soil, but it is not obvious. The directionality of the pores increases with the increase of consolidation pressure; the anisotropy rate is linear with the increase of consolidation pressure. The increasing trend slows down after 200 kPa. Therefore, the permeability anisotropy has a certain correlation with the microstructural anisotropy, but when the consolidation pressure increases, the correlation weakens.
To study the directional evolution law of soft clay microstructure and its correlation with the anisotropy of permeability coefficient, soft soil samples from the Binhai New Area in Tianjin were selected as the research object. The permeability coefficient anisotropy of Tianjin soft soil was studied through permeability tests, and the directionality of the microstructure of Tianjin soft soil before and after consolidation was qualitatively and quantitatively analyzed using scanning electron microscopy (SEM) and Image-Pro Plus (IPP) microscopy image processing technology. The research results show that there is a certain degree of directionality in the pores of the original Tianjin soft soil, but it is not obvious. The directionality of the pores increases with the increase of consolidation pressure; the anisotropy rate is linear with the increase of consolidation pressure. The increasing trend slows down after 200 kPa. Therefore, the permeability anisotropy has a certain correlation with the microstructural anisotropy, but when the consolidation pressure increases, the correlation weakens.
2025, 39(3): 437-445.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0125
Abstract:
The phenomenon of surface cracking and falling off of newly restored soil sites, results in inferior appearance quality compared to old sites. In response to the diseases of newly restored soil sites, combined with the requirements of mechanical construction, a 2% concentration of sodium methylsilicate (waterproofing agent) was added to the simulated site soil. Based on the principle of lime carbonation, mechanical and hydraulic performance comparative tests were conducted on simulated site soil samples with different lime parameters, CO2 concentrations, and curing times. The experimental research results show that: (1) After adding lime and sodium methylsilicate, the water stability and disintegration performance of the soil sample are more ideal. Under the condition of CO2 concentration of 5%, sodium methylsilicate and lime have basically completed carbonization. After 24 hours of curing, good capillary water absorption performance can be achieved, and good disintegration resistance can be achieved after 72 hours of curing. (2) Increasing the lime content, CO2 concentration, and curing time can increase the amount of CaCO3 produced after sample carbonization, thereby improving its shear strength and compressive strength, and the contribution of CO2 concentration is greater than that of curing time. (3) When the concentration of CO2 in the air is 15%, the compressive strength of the sample increases slowly and tends to stabilize after a curing time of more than 72 hours. That is, after sufficient reaction between lime and sufficient CO2 in the air (about 72 hours), the compressive strength of the sample approaches the optimal level. This research could provide new ideas for the protection of soil sites.
The phenomenon of surface cracking and falling off of newly restored soil sites, results in inferior appearance quality compared to old sites. In response to the diseases of newly restored soil sites, combined with the requirements of mechanical construction, a 2% concentration of sodium methylsilicate (waterproofing agent) was added to the simulated site soil. Based on the principle of lime carbonation, mechanical and hydraulic performance comparative tests were conducted on simulated site soil samples with different lime parameters, CO2 concentrations, and curing times. The experimental research results show that: (1) After adding lime and sodium methylsilicate, the water stability and disintegration performance of the soil sample are more ideal. Under the condition of CO2 concentration of 5%, sodium methylsilicate and lime have basically completed carbonization. After 24 hours of curing, good capillary water absorption performance can be achieved, and good disintegration resistance can be achieved after 72 hours of curing. (2) Increasing the lime content, CO2 concentration, and curing time can increase the amount of CaCO3 produced after sample carbonization, thereby improving its shear strength and compressive strength, and the contribution of CO2 concentration is greater than that of curing time. (3) When the concentration of CO2 in the air is 15%, the compressive strength of the sample increases slowly and tends to stabilize after a curing time of more than 72 hours. That is, after sufficient reaction between lime and sufficient CO2 in the air (about 72 hours), the compressive strength of the sample approaches the optimal level. This research could provide new ideas for the protection of soil sites.
2025, 39(3): 446-453.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0106
Abstract:
Based on the study of Xigeda expanded claystone distributed along the Longtang Reservoir and Irrigation District Project, the basic physical properties test, EDTA titration method, percussion test, scanning electron microscopy, compression test, and straight shear test on modified Xigeda expanded claystone with different cement contents were carried out. The results show that the admixture of cement can effectively improve the engineering properties of Xigeda expanded claystone, and reduce the expansion of expanded claystone, and with the increase of cement content, the mechanical properties of modified claystone have been greatly improved. Microstructural analysis of modified Xigeda expanded claystone revealed that cement makes a large number of rods or flocculent gelling substances distributed between the claystone particles, which are embedded in each other and the expanded claystone particles to form a single whole, thus improving the strength of the connection between the soil particles. Unsaturated and saturated state of cement-modified expanded claystone for shrinkage test and unconfined compressive strength test, it can be seen that the unconfined compressive strength of unsaturated modified soil is significantly higher than the saturated state, and the reasonable admixture content of cement is 8%.
Based on the study of Xigeda expanded claystone distributed along the Longtang Reservoir and Irrigation District Project, the basic physical properties test, EDTA titration method, percussion test, scanning electron microscopy, compression test, and straight shear test on modified Xigeda expanded claystone with different cement contents were carried out. The results show that the admixture of cement can effectively improve the engineering properties of Xigeda expanded claystone, and reduce the expansion of expanded claystone, and with the increase of cement content, the mechanical properties of modified claystone have been greatly improved. Microstructural analysis of modified Xigeda expanded claystone revealed that cement makes a large number of rods or flocculent gelling substances distributed between the claystone particles, which are embedded in each other and the expanded claystone particles to form a single whole, thus improving the strength of the connection between the soil particles. Unsaturated and saturated state of cement-modified expanded claystone for shrinkage test and unconfined compressive strength test, it can be seen that the unconfined compressive strength of unsaturated modified soil is significantly higher than the saturated state, and the reasonable admixture content of cement is 8%.
2025, 39(3): 454-459.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0290
Abstract:
A new flocculation-absorption combined treatment method is proposed for a large amount of dredged mud and waste mud in actual projects, effectively solving the problem of slow treatment and the high cost of traditional mud treatment methods. The suitability of the optimal flocculant type for the original state dredged sediment was verified through flocculation tests. The dewatering effect of different water absorption methods on the flocculated mud through an indoor modeling test was analyzed. The results show that: for the primary dredged mud, cationic polyacrylamide (CPAM), anionic polyacrylamide (APAM), and nonionic polyacrylamide (NPAM) can achieve a high flocculation effect, and the best flocculant type can be 0.4% of cationic polyacrylamide (CPAM); vertical water absorption is the most effective way to reduce the water content of the mud, which can reduce the water content to 52%, slightly lower than the liquid limit of 53% of the mud; vertical water absorption and vertical + surface water absorption can be used to obtain a more uniform drying effect at different depths; the water content of the mud was reduced to 1.8～1.9 times of the optimal water content to mark the completion of the absorption process, which provides a basis for the judgment of the completion of the absorption process in the actual project.
A new flocculation-absorption combined treatment method is proposed for a large amount of dredged mud and waste mud in actual projects, effectively solving the problem of slow treatment and the high cost of traditional mud treatment methods. The suitability of the optimal flocculant type for the original state dredged sediment was verified through flocculation tests. The dewatering effect of different water absorption methods on the flocculated mud through an indoor modeling test was analyzed. The results show that: for the primary dredged mud, cationic polyacrylamide (CPAM), anionic polyacrylamide (APAM), and nonionic polyacrylamide (NPAM) can achieve a high flocculation effect, and the best flocculant type can be 0.4% of cationic polyacrylamide (CPAM); vertical water absorption is the most effective way to reduce the water content of the mud, which can reduce the water content to 52%, slightly lower than the liquid limit of 53% of the mud; vertical water absorption and vertical + surface water absorption can be used to obtain a more uniform drying effect at different depths; the water content of the mud was reduced to 1.8～1.9 times of the optimal water content to mark the completion of the absorption process, which provides a basis for the judgment of the completion of the absorption process in the actual project.
2025, 39(3): 460-465.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0205
Abstract:
Undisturbed loess has significant water sensitivity characteristics. To explore the influence of moisture content change on the microstructure of undisturbed loess, scanning electron microscopy tests of undisturbed loess under multiple moisture content conditions were carried out, and the microscopic characteristics of loess was qualitatively analyzed. The SEM images were binarized using IPP6.0 software to quantitatively describe the pore area, pore diameter, pore morphology, and pore angle distribution of undisturbed loess. The Pearson correlation analysis method was used to analyze the correlation between the moisture content and microstructure indicators of undisturbed loess. The results show that changes in moisture content significantly affect the particle morphology and pore distribution characteristics of loess, manifested as an increase in total pore area, large pore area, average pore size, roundness and convexity, and moisture content with increasing moisture content, while the probability entropy of pores decreases with increasing moisture content.
Undisturbed loess has significant water sensitivity characteristics. To explore the influence of moisture content change on the microstructure of undisturbed loess, scanning electron microscopy tests of undisturbed loess under multiple moisture content conditions were carried out, and the microscopic characteristics of loess was qualitatively analyzed. The SEM images were binarized using IPP6.0 software to quantitatively describe the pore area, pore diameter, pore morphology, and pore angle distribution of undisturbed loess. The Pearson correlation analysis method was used to analyze the correlation between the moisture content and microstructure indicators of undisturbed loess. The results show that changes in moisture content significantly affect the particle morphology and pore distribution characteristics of loess, manifested as an increase in total pore area, large pore area, average pore size, roundness and convexity, and moisture content with increasing moisture content, while the probability entropy of pores decreases with increasing moisture content.
2025, 39(3): 466-474.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0595
Abstract:
The progress of publication and digital development of Geotechnical Engineering Technique over the past decade was reviewed, with a summary of manuscript sources, publication period, and subject distribution. Based on statistical analysis of impact factors and bibliometric indicators from the past 10 years, the journal’s evaluation and academic influence were summarized. It was found that both the volume of submissions and publications had steadily increased, but prolonged manuscript processing times affected the timeliness of publications. Although the visibility of published papers has increased significantly, bibliometric indicators, such as impact factor, average citations per article, and the proportion of funded papers, still fall short of the averages for core scientific journals. Moving forward, efforts should focus on optimizing manuscript sources, enhancing the peer-review system, expanding promotional channels, improving processing efficiency, and focusing on bibliometric evaluation indicators. These measures aim to narrow the gap with top-tier journals, elevate the journal’s academic influence, and better support engineering practices and technological progress.
The progress of publication and digital development of Geotechnical Engineering Technique over the past decade was reviewed, with a summary of manuscript sources, publication period, and subject distribution. Based on statistical analysis of impact factors and bibliometric indicators from the past 10 years, the journal’s evaluation and academic influence were summarized. It was found that both the volume of submissions and publications had steadily increased, but prolonged manuscript processing times affected the timeliness of publications. Although the visibility of published papers has increased significantly, bibliometric indicators, such as impact factor, average citations per article, and the proportion of funded papers, still fall short of the averages for core scientific journals. Moving forward, efforts should focus on optimizing manuscript sources, enhancing the peer-review system, expanding promotional channels, improving processing efficiency, and focusing on bibliometric evaluation indicators. These measures aim to narrow the gap with top-tier journals, elevate the journal’s academic influence, and better support engineering practices and technological progress.
2017, 31(3): 153-159,163.
doi: 10.3969/j.issn.1007-2993.2017.03.010
摘要：
将边坡稳定性分析的方法分为确定性分析方法(以瑞典圆弧法、简化Bishop法等为代表的极限平衡法和以有限元法、有限差分法等为代表的数值分析方法)和非确定性方法(可靠度法、模糊综合判断法、灰色系统法、人工智能法等),详述了各分析方法的原理、优缺点以及适用性,并对其中一些方法进行了比较分析,提出了岩土边坡系统稳定性评价的发展方向。
将边坡稳定性分析的方法分为确定性分析方法(以瑞典圆弧法、简化Bishop法等为代表的极限平衡法和以有限元法、有限差分法等为代表的数值分析方法)和非确定性方法(可靠度法、模糊综合判断法、灰色系统法、人工智能法等),详述了各分析方法的原理、优缺点以及适用性,并对其中一些方法进行了比较分析,提出了岩土边坡系统稳定性评价的发展方向。
2020, 34(3): 143-149.
doi: 10.3969/j.issn.1007-2993.2020.03.005
摘要：
有限元软件数值模拟是现在从业人员分析敏感环境下基坑工程的重要手段，选择合适的本构模型是其关键。为了解工程中常用的三种土的本构模型适宜性，运用三维有限元软件Midas GTS NX模拟了某大型深基坑开挖过程，将采用不同本构模型的数值模拟结果与基坑监测结果进行对比，进而分析本构模型的适用性。可为本区类似工程进行有限元数值模拟分析时提供参考和借鉴。
有限元软件数值模拟是现在从业人员分析敏感环境下基坑工程的重要手段，选择合适的本构模型是其关键。为了解工程中常用的三种土的本构模型适宜性，运用三维有限元软件Midas GTS NX模拟了某大型深基坑开挖过程，将采用不同本构模型的数值模拟结果与基坑监测结果进行对比，进而分析本构模型的适用性。可为本区类似工程进行有限元数值模拟分析时提供参考和借鉴。
2016, 30(2): 85-88.
doi: 10.3969/j.issn.1007-2993.2016.02.007
摘要：
BIM技术具有三维可视化、碰撞检测、工程信息管理等众多特点,极大地提升了工程质量与效率,在建筑领域得到迅猛发展,然而在岩土工程中因为收费机制、软件功能限制、应用局限性等原因导致其发展的严重滞后。随着设计可视化、信息化发展进程,BIM也将在岩土中得到立足。对BIM在岩土中的应用现状进行了剖析,并对发展前景展望。以武汉亚洲医院基坑项目为依托,进行了BIM的完整实施,探讨了模型建立方式与施工应用方法,对今后BIM在岩土工程中的应用推广具有一定指导意义。
BIM技术具有三维可视化、碰撞检测、工程信息管理等众多特点,极大地提升了工程质量与效率,在建筑领域得到迅猛发展,然而在岩土工程中因为收费机制、软件功能限制、应用局限性等原因导致其发展的严重滞后。随着设计可视化、信息化发展进程,BIM也将在岩土中得到立足。对BIM在岩土中的应用现状进行了剖析,并对发展前景展望。以武汉亚洲医院基坑项目为依托,进行了BIM的完整实施,探讨了模型建立方式与施工应用方法,对今后BIM在岩土工程中的应用推广具有一定指导意义。
2016, 30(1): 6-11.
doi: 10.3969/j.issn.1007-2993.2016.01.002
摘要：
探讨了BIM在岩土工程勘察领域应用的可行性,根据多年的研究和工程实践,提出了BIM技术应用于岩土工程勘察领域的目标、实现途径和分阶段的解决方案。
探讨了BIM在岩土工程勘察领域应用的可行性,根据多年的研究和工程实践,提出了BIM技术应用于岩土工程勘察领域的目标、实现途径和分阶段的解决方案。
2016, 30(1): 12-19,38.
doi: 10.3969/j.issn.1007-2993.2016.01.003
摘要：
黄土丘陵沟壑区高填方工程的地形地貌和地质环境复杂,场地内常分布有大面积湿陷性黄土和淤积土,且具有土方量大、影响因素多、施工工期紧、沉降控制要求高等特点,建设过程面临着填方体的稳定、变形、排水、湿化变形控制及边坡防护等问题。以国内几处典型黄土高填方工程为例,介绍了通过场地综合地质条件评价、土方平衡优化、地下盲沟排水、原地基强夯加固处理、填筑体压(夯)实处理、填挖边坡防护处理、施工质量立体式监控、岩土工程全程监测等多种手段有效组合,解决黄土高填方工程问题的实践工作,相关经验可供类似工程借鉴。
黄土丘陵沟壑区高填方工程的地形地貌和地质环境复杂,场地内常分布有大面积湿陷性黄土和淤积土,且具有土方量大、影响因素多、施工工期紧、沉降控制要求高等特点,建设过程面临着填方体的稳定、变形、排水、湿化变形控制及边坡防护等问题。以国内几处典型黄土高填方工程为例,介绍了通过场地综合地质条件评价、土方平衡优化、地下盲沟排水、原地基强夯加固处理、填筑体压(夯)实处理、填挖边坡防护处理、施工质量立体式监控、岩土工程全程监测等多种手段有效组合,解决黄土高填方工程问题的实践工作,相关经验可供类似工程借鉴。
3D Laser Scanning Technology and BIM Technology in Ancient Building Protection Surveying and Mapping
2019, 33(4): 222-225.
doi: 10.3969/j.issn.1007-2993.2019.04.008
摘要：
结合北京市密云区古北口村文物建筑群工程实例介绍了三维激光扫描技术、BIM（建筑信息模型）在古建筑测绘中的应用。通过对比传统测绘方法，证明其在测绘及文物保护方面应用的优势。
结合北京市密云区古北口村文物建筑群工程实例介绍了三维激光扫描技术、BIM（建筑信息模型）在古建筑测绘中的应用。通过对比传统测绘方法，证明其在测绘及文物保护方面应用的优势。
2018, 32(4): 189-193,198.
doi: 10.3969/j.issn.1007-2993.2018.04.006
摘要：
上海市城市道路发生的地面塌陷主要原因为浅部砂层分布区域地下排水管线渗漏引发流砂,导致地下土体流失,地表硬壳层承载力下降。将有限元和离散元二者进行耦合,从管线渗漏位置和对邻近管线影响两个方面诱发地下空洞机理进行数值模拟研究。研究结果表明,管道表面顶部局部渗漏引起地表以下土体流失量最大,底部渗漏造成的影响范围较小;管道断裂渗漏引起的地面塌陷范围比管道局部渗漏大得多,但深度较管道顶部局部渗漏引起的塌陷深度小;邻近管道埋深越大,地表以下土体流失量越大,引起塌陷影响区域范围越大,而埋深较浅时,其所受邻近渗漏管道的影响较大;在对地面塌陷进行监测与预防时,不应仅关注地表沉降变形,关注管道周边的土体变形是一种更加及时有效的方法。
上海市城市道路发生的地面塌陷主要原因为浅部砂层分布区域地下排水管线渗漏引发流砂,导致地下土体流失,地表硬壳层承载力下降。将有限元和离散元二者进行耦合,从管线渗漏位置和对邻近管线影响两个方面诱发地下空洞机理进行数值模拟研究。研究结果表明,管道表面顶部局部渗漏引起地表以下土体流失量最大,底部渗漏造成的影响范围较小;管道断裂渗漏引起的地面塌陷范围比管道局部渗漏大得多,但深度较管道顶部局部渗漏引起的塌陷深度小;邻近管道埋深越大,地表以下土体流失量越大,引起塌陷影响区域范围越大,而埋深较浅时,其所受邻近渗漏管道的影响较大;在对地面塌陷进行监测与预防时,不应仅关注地表沉降变形,关注管道周边的土体变形是一种更加及时有效的方法。
2019, 33(2): 84-88.
doi: 10.3969/j.issn.1007-2993.2019.02.006
摘要：
总结分析了建筑工程肥槽回填土质量不良引发的常见工程问题，以及肥槽回填土不易施工密实的几个主要原因，并总结提出了各种肥槽回填土处理方法，以及它们主要的适用条件。
总结分析了建筑工程肥槽回填土质量不良引发的常见工程问题，以及肥槽回填土不易施工密实的几个主要原因，并总结提出了各种肥槽回填土处理方法，以及它们主要的适用条件。
2019, 33(2): 115-120.
doi: 10.3969/j.issn.1007-2993.2019.02.013
摘要：
针对珠海地区的深厚软基，采用真空联合堆载预压法进行加固处理。在施工过程中对软基的地表沉降、膜下真空度、孔隙水压力、深层水平位移等进行监测，得到了真空预压加固软土地基的随时间变化曲线。软基处理完成后对原状土进行原位十字板剪切试验和载荷试验，并取土进行室内土工试验。监测和检测试验分析表明：加固后土的物理力学性质有了明显提高，地基加固效果较好，其影响深度达到25～30 m，在15～20 m范围内加固效果最为显著; 但真空预压并未改变软土的触变性，加固后的软土仍应避免扰动。
针对珠海地区的深厚软基，采用真空联合堆载预压法进行加固处理。在施工过程中对软基的地表沉降、膜下真空度、孔隙水压力、深层水平位移等进行监测，得到了真空预压加固软土地基的随时间变化曲线。软基处理完成后对原状土进行原位十字板剪切试验和载荷试验，并取土进行室内土工试验。监测和检测试验分析表明：加固后土的物理力学性质有了明显提高，地基加固效果较好，其影响深度达到25～30 m，在15～20 m范围内加固效果最为显著; 但真空预压并未改变软土的触变性，加固后的软土仍应避免扰动。
2017, 31(6): 306-310.
doi: 10.3969/j.issn.1007-2993.2017.06.009
摘要：
以某一地下一~二层连通车库基坑设计项目为依托,在分析该基坑工程特点的基础上,介绍和分析了不同开挖深度和复杂环境条件下的多种基坑支护形式的组合应用和监测结果,为今后类似工程提供一些借鉴和参考。
以某一地下一~二层连通车库基坑设计项目为依托,在分析该基坑工程特点的基础上,介绍和分析了不同开挖深度和复杂环境条件下的多种基坑支护形式的组合应用和监测结果,为今后类似工程提供一些借鉴和参考。
2021, 35(4): 269-274.
doi: 10.3969/j.issn.1007-2993.2021.04.012
Abstract:
2021, 35(1): 1-6,11.
doi: 10.3969/j.issn.1007-2993.2021.01.001
Abstract:
About the Journal期刊简介
Started in 1987， bimonthly
Administered by：China North Industries Group Corporation Limited
Sponsor：
Science & Technology Information Network of Geotechnical Engineering of National Defence & Machinery Industry; China Ordance Industry Survey and Geotechnical Institute Co., Ltd.
ISSN：1007-2993
CN：11-3813/TU
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