2026, 40(1): 1-17.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0568
Abstract:
In the process of urban renewal, foundation pit engineering is confronted with increasingly complex situations involving adjacent existing structures. To ensure the safety of foundation pit engineering and its adjacent existing structures, this paper summarizes the research status of foundation pit engineering adjacent to existing structures at home and abroad, classifies engineering cases according to different types of adjacent existing structures, and focuses on presenting the research achievements regarding the influence range of foundation pit engineering on surrounding soil, theoretical research, numerical analysis and experimental methods for the impacts of foundation pit construction and groundwater level changes on adjacent existing structures, as well as control measures and monitoring technologies for the effects of foundation pit engineering on adjacent existing structures. Based on existing research results and the complex working conditions faced by foundation pit engineering, this paper puts forward several research directions, including further refining the theoretical calculation methods for the influence of foundation pit construction on adjacent existing structures, investigating the impacts of complex groundwater environments on adjacent existing structures, exploring the coupling effects of foundation pit group construction on adjacent existing structures, optimizing the design of control measures for the influence of foundation pit engineering on adjacent existing structures, and improving the deformation monitoring system for adjacent existing structures.
In the process of urban renewal, foundation pit engineering is confronted with increasingly complex situations involving adjacent existing structures. To ensure the safety of foundation pit engineering and its adjacent existing structures, this paper summarizes the research status of foundation pit engineering adjacent to existing structures at home and abroad, classifies engineering cases according to different types of adjacent existing structures, and focuses on presenting the research achievements regarding the influence range of foundation pit engineering on surrounding soil, theoretical research, numerical analysis and experimental methods for the impacts of foundation pit construction and groundwater level changes on adjacent existing structures, as well as control measures and monitoring technologies for the effects of foundation pit engineering on adjacent existing structures. Based on existing research results and the complex working conditions faced by foundation pit engineering, this paper puts forward several research directions, including further refining the theoretical calculation methods for the influence of foundation pit construction on adjacent existing structures, investigating the impacts of complex groundwater environments on adjacent existing structures, exploring the coupling effects of foundation pit group construction on adjacent existing structures, optimizing the design of control measures for the influence of foundation pit engineering on adjacent existing structures, and improving the deformation monitoring system for adjacent existing structures.
2026, 40(1): 18-25.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0295
Abstract:
Conventional landslide cataloging and statistical analysis predominantly rely on manual field surveys, which are characterized by inefficiency and the potential for omitting certain areas. Currently, mainstream slope cataloging techniques based on image recognition typically necessitate high-performance equipment and incur substantial model training costs, thereby hindering their efficient application in on-site rapid screening scenarios. This study incorporates the MobileNet lightweight model and leverages the DeepLabV3 architecture to realize rapid intelligent identification and boundary localization of landslides in aerial photographic imagery. In comparison with traditional convolutional neural network (CNN) image segmentation approaches, the proposed method can achieve an accuracy exceeding 90% within 10% of the training duration required by conventional schemes. This renders it more adept at satisfying engineering demands for the rapid intelligent recognition of landslides and makes it suitable for the rapid screening and cataloging of landslide points across large-scale regions.
Conventional landslide cataloging and statistical analysis predominantly rely on manual field surveys, which are characterized by inefficiency and the potential for omitting certain areas. Currently, mainstream slope cataloging techniques based on image recognition typically necessitate high-performance equipment and incur substantial model training costs, thereby hindering their efficient application in on-site rapid screening scenarios. This study incorporates the MobileNet lightweight model and leverages the DeepLabV3 architecture to realize rapid intelligent identification and boundary localization of landslides in aerial photographic imagery. In comparison with traditional convolutional neural network (CNN) image segmentation approaches, the proposed method can achieve an accuracy exceeding 90% within 10% of the training duration required by conventional schemes. This renders it more adept at satisfying engineering demands for the rapid intelligent recognition of landslides and makes it suitable for the rapid screening and cataloging of landslide points across large-scale regions.
2026, 40(1): 26-35.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0598
Abstract:
With the increasing number of high-fill embankments, multi-level platform embankments, and embankment reinforcement projects, the stress diffusion effect of embankment loads may pose a serious threat to surrounding buildings. In traditional design schemes, due to insufficient consideration of the stress diffusion effect of embankment loads, the additional stress in the top area of the embankment is often overestimated, while the horizontal diffusion effect is underestimated, resulting in insufficient evaluation of the potential threat of embankment loads to surrounding buildings in the design. The law of one high and one low in the diffusion of embankment loads has brought great difficulties to engineering design and analysis judgment, and also provided new ideas for optimizing design schemes. Based on the stress diffusion angle method, this article divides the embankment load into slope area load and embankment top area load, quantifies the influence of stress diffusion effect on the distribution range and magnitude of base pressure, and provides a new tool for enhancing safety in embankment design. By comparison, this method can more accurately reflect the actual distribution of base pressure compared to traditional methods. After analysis, its diffusion degree is related to the geometric dimensions of the embankment section. In addition, the uneven settlement in the diffusion area outside the embankment based on engineering measurement data was quantified. The results show that the diffusion effect poses a potential threat to the stability of surrounding residential buildings, which may cause structural safety issues such as tilting and cracks. In view of this, setting up settlement observation points at important locations around large-scale projects to monitor in real time and take timely preventive measures is suggested.
With the increasing number of high-fill embankments, multi-level platform embankments, and embankment reinforcement projects, the stress diffusion effect of embankment loads may pose a serious threat to surrounding buildings. In traditional design schemes, due to insufficient consideration of the stress diffusion effect of embankment loads, the additional stress in the top area of the embankment is often overestimated, while the horizontal diffusion effect is underestimated, resulting in insufficient evaluation of the potential threat of embankment loads to surrounding buildings in the design. The law of one high and one low in the diffusion of embankment loads has brought great difficulties to engineering design and analysis judgment, and also provided new ideas for optimizing design schemes. Based on the stress diffusion angle method, this article divides the embankment load into slope area load and embankment top area load, quantifies the influence of stress diffusion effect on the distribution range and magnitude of base pressure, and provides a new tool for enhancing safety in embankment design. By comparison, this method can more accurately reflect the actual distribution of base pressure compared to traditional methods. After analysis, its diffusion degree is related to the geometric dimensions of the embankment section. In addition, the uneven settlement in the diffusion area outside the embankment based on engineering measurement data was quantified. The results show that the diffusion effect poses a potential threat to the stability of surrounding residential buildings, which may cause structural safety issues such as tilting and cracks. In view of this, setting up settlement observation points at important locations around large-scale projects to monitor in real time and take timely preventive measures is suggested.
2026, 40(1): 36-42.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0546
Abstract:
The inconvenience of using the reference point in the current foundation pit monitoring was discussed, and the applicability and convenience of the prism reference point in the urban foundation pit monitoring were analyzed. Through the research and application of the total station free station technology, the method and steps of the free station method to establish an independent reference network for horizontal displacement monitoring was introduced, and the method to improve the accuracy of this kind of reference network was proposed, to realize the accurate measurement of the spatial position of the monitoring point relative to the reference point. A new horizontal displacement monitoring method, the virtual reference line method of horizontal displacement monitoring based on the total station free setting method, is proposed. By establishing the virtual reference line, the horizontal distance change of the monitoring point relative to the virtual reference line is monitored, and then the displacement change of the monitoring object in a specific direction is determined, which has high precision, flexibility, and practicability.
The inconvenience of using the reference point in the current foundation pit monitoring was discussed, and the applicability and convenience of the prism reference point in the urban foundation pit monitoring were analyzed. Through the research and application of the total station free station technology, the method and steps of the free station method to establish an independent reference network for horizontal displacement monitoring was introduced, and the method to improve the accuracy of this kind of reference network was proposed, to realize the accurate measurement of the spatial position of the monitoring point relative to the reference point. A new horizontal displacement monitoring method, the virtual reference line method of horizontal displacement monitoring based on the total station free setting method, is proposed. By establishing the virtual reference line, the horizontal distance change of the monitoring point relative to the virtual reference line is monitored, and then the displacement change of the monitoring object in a specific direction is determined, which has high precision, flexibility, and practicability.
2026, 40(1): 43-47.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0441
Abstract:
The construction difficulties of conventional long auger drills in sandy gravel strata are mainly manifested as drill sticking, drill burying and severe mechanical wear. To address these problems, a series of improvements were made to the drilling tools and drilling operations of long auger drills, mainly including the following aspects: enhancing the torque of the power head of long auger drills to enable drilling in sandy gravel strata containing large-sized boulders; adding the reverse rotation function to the power head to allow independent adjustment after drill sticking or burying; strengthening relevant components such as drilling tools (drill pipes, alloy cutting bits, variable diameters, etc.), front and rear backplanes (including slips), casings and screws to make them adapt to the construction intensity; adjusting construction parameters such as rotational speed and footage speed according to actual conditions during drilling to achieve the effect of one-time hole and pile formation. Through practical tests, 5 sets of modified configurations of long auger drills suitable for construction in different sandy gravel strata were proposed, which can provide a reference for engineering applications.
The construction difficulties of conventional long auger drills in sandy gravel strata are mainly manifested as drill sticking, drill burying and severe mechanical wear. To address these problems, a series of improvements were made to the drilling tools and drilling operations of long auger drills, mainly including the following aspects: enhancing the torque of the power head of long auger drills to enable drilling in sandy gravel strata containing large-sized boulders; adding the reverse rotation function to the power head to allow independent adjustment after drill sticking or burying; strengthening relevant components such as drilling tools (drill pipes, alloy cutting bits, variable diameters, etc.), front and rear backplanes (including slips), casings and screws to make them adapt to the construction intensity; adjusting construction parameters such as rotational speed and footage speed according to actual conditions during drilling to achieve the effect of one-time hole and pile formation. Through practical tests, 5 sets of modified configurations of long auger drills suitable for construction in different sandy gravel strata were proposed, which can provide a reference for engineering applications.
2026, 40(1): 48-54.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0520
Abstract:
In a construction project in Beijing, a high-rise residential building is adjacent to an underground garage, with a foundation height difference of 7.6 m. According to the construction schedule, the shallow residential building must be completed before the garage excavation. The design of the garage’s foundation pit support must consider the most critical scenario: the residential structure is topped out while the backfill space of the garage pit remains unfilled. To effectively control deformation in the deep foundation pit and the shallow residential building, a triple-row pile support system is adopted, integrating the adjacent CFG piles of the residential building. Numerical simulations and field monitoring demonstrate that deformations in the deep pit, settlement, and inclination of the residential building are within controllable limits. The load from the residential building is primarily transferred to deeper strata via the CFG piles, exerting minimal impact on the deep excavation. In this scheme, CFG piles serve dual functions: vertical load-bearing and lateral resistance. Their lateral stiffness is enhanced through a combination of diameter expansion and reinforcement. Additionally, uniformity in the bearing capacity and stiffness of the composite foundation must be rigorously controlled.
In a construction project in Beijing, a high-rise residential building is adjacent to an underground garage, with a foundation height difference of 7.6 m. According to the construction schedule, the shallow residential building must be completed before the garage excavation. The design of the garage’s foundation pit support must consider the most critical scenario: the residential structure is topped out while the backfill space of the garage pit remains unfilled. To effectively control deformation in the deep foundation pit and the shallow residential building, a triple-row pile support system is adopted, integrating the adjacent CFG piles of the residential building. Numerical simulations and field monitoring demonstrate that deformations in the deep pit, settlement, and inclination of the residential building are within controllable limits. The load from the residential building is primarily transferred to deeper strata via the CFG piles, exerting minimal impact on the deep excavation. In this scheme, CFG piles serve dual functions: vertical load-bearing and lateral resistance. Their lateral stiffness is enhanced through a combination of diameter expansion and reinforcement. Additionally, uniformity in the bearing capacity and stiffness of the composite foundation must be rigorously controlled.
2026, 40(1): 55-62.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0437
Abstract:
Xiaoyangjiang Station of Ningbo Rail Transit Line 7 is a multi-line transfer station with a three-storey underground. The length of the foundation pit is 270.8 m, the width of the foundation pit of the four line sections is 51.4~55.7 m, the width of the foundation pit of the two line sections is 19.6~27.3 m, and the depth of the foundation pit is 27~31 m. The station construction site is located in an area with deep soft soil and is 30.8 m away from the adjacent section tunnel, which has high requirements for foundation pit deformation control. To control the deformation of the foundation pit and the adjacent tunnel, the foundation pit support design adopts the diaphragm wall + internal support system, and adopts a series of measures such as hard pit time-sharing and section construction, soft pit layered excavation, lengthening the diaphragm wall structural section to cut off the confined water layer, and setting up construction access roads and trestles. The monitoring results show that the deformation control of the large external corner of the foundation pit is very effective by using soft pit division and layered excavation; The surface settlement is sensitive to the load outside the pit, and the surface settlement in the area with long-term load outside the pit is much larger than that in the other areas; The excavation of foundation pit has an impact on the adjacent section tunnel. When the excavation depth is less than the tunnel buried depth, the impact on the section tunnel is greater, while when the excavation depth exceeds the tunnel buried depth, the impact on the section tunnel is relatively small. The final settlement of the section tunnel is 5.9 mm, which is controlled within the allowable range.
Xiaoyangjiang Station of Ningbo Rail Transit Line 7 is a multi-line transfer station with a three-storey underground. The length of the foundation pit is 270.8 m, the width of the foundation pit of the four line sections is 51.4~55.7 m, the width of the foundation pit of the two line sections is 19.6~27.3 m, and the depth of the foundation pit is 27~31 m. The station construction site is located in an area with deep soft soil and is 30.8 m away from the adjacent section tunnel, which has high requirements for foundation pit deformation control. To control the deformation of the foundation pit and the adjacent tunnel, the foundation pit support design adopts the diaphragm wall + internal support system, and adopts a series of measures such as hard pit time-sharing and section construction, soft pit layered excavation, lengthening the diaphragm wall structural section to cut off the confined water layer, and setting up construction access roads and trestles. The monitoring results show that the deformation control of the large external corner of the foundation pit is very effective by using soft pit division and layered excavation; The surface settlement is sensitive to the load outside the pit, and the surface settlement in the area with long-term load outside the pit is much larger than that in the other areas; The excavation of foundation pit has an impact on the adjacent section tunnel. When the excavation depth is less than the tunnel buried depth, the impact on the section tunnel is greater, while when the excavation depth exceeds the tunnel buried depth, the impact on the section tunnel is relatively small. The final settlement of the section tunnel is 5.9 mm, which is controlled within the allowable range.
2026, 40(1): 63-74.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0047
Abstract:
Under the current development of nuclear power plants in thick soil area, the application of piles is increasing while the determination and optimization of their horizontal bearing capacity comes to be important issues. A reasonable method was provided to determine the parameters of strain hardening model of soil based on survey data, and the finite element model was established to analyze horizontal bearing piles under nuclear power plants condition. The model was compared with the empirical method suggested by standard to verify its rationality. The impact of various engineering treatment measures on the horizontal bearing capacity of piles was analyzed in detail. The results show that as uniformly arranged, the pile arrangement form has little effect on the horizontal bearing capacity of pile group, while the pile diameter is directly related to this horizontal bearing capacity. Generally compacted soil on the side of the pile cap can increase the horizontal bearing capacity of piles by more than 10%, but the effect of further increasing compaction is not significant. The depth, width, and stiffness of the locally reinforced soil under the pile cap will significantly affect the horizontal bearing capacity of piles, but the width is not necessarily the wider the better. With the pre-consolidation treatment of the upper soft caly layer, the horizontal bearing capacity of the piles can be increased by more than 10%. Besides, by implementing the comprehensive treatment measures above, the horizontal bearing capacity of the piles can be increased by more than 85%. This study can provide a method for predicting and optimizing the horizontal bearing capacity of piles under specific conditions, and the results can provide references for the foundation design at an early stage of various engineering.
Under the current development of nuclear power plants in thick soil area, the application of piles is increasing while the determination and optimization of their horizontal bearing capacity comes to be important issues. A reasonable method was provided to determine the parameters of strain hardening model of soil based on survey data, and the finite element model was established to analyze horizontal bearing piles under nuclear power plants condition. The model was compared with the empirical method suggested by standard to verify its rationality. The impact of various engineering treatment measures on the horizontal bearing capacity of piles was analyzed in detail. The results show that as uniformly arranged, the pile arrangement form has little effect on the horizontal bearing capacity of pile group, while the pile diameter is directly related to this horizontal bearing capacity. Generally compacted soil on the side of the pile cap can increase the horizontal bearing capacity of piles by more than 10%, but the effect of further increasing compaction is not significant. The depth, width, and stiffness of the locally reinforced soil under the pile cap will significantly affect the horizontal bearing capacity of piles, but the width is not necessarily the wider the better. With the pre-consolidation treatment of the upper soft caly layer, the horizontal bearing capacity of the piles can be increased by more than 10%. Besides, by implementing the comprehensive treatment measures above, the horizontal bearing capacity of the piles can be increased by more than 85%. This study can provide a method for predicting and optimizing the horizontal bearing capacity of piles under specific conditions, and the results can provide references for the foundation design at an early stage of various engineering.
2026, 40(1): 75-83.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0503
Abstract:
To investigate the mechanical characteristics and response mechanism of a rigid pile composite foundation with pile reinforcement for cooling towers in liquefiable soil in the flooded area of Yellow River, a numerical analysis was conducted. This study analyzed the dynamic interaction between the site soil and the rigid pile structure under seismic loading, comparing the effects of different pile reinforcement configurations on foundation seismic resistance and deformation characteristics. Results show that peak bending moments occur in the outermost piles, located at the boundary between the liquefiable soil layer and the underlying non-liquefiable soil. For single-row, triple-row, and varying-length pile configurations, the peak bending moments decreased by 16.7%, 31.9%, and 29.9%, respectively. Defining the reinforcement efficiency coefficient as the ratio of peak bending moment reduction to reinforcement pile length, analysis revealed that the varying-length pile configuration has the highest efficiency, while the triple-row pile configuration is the least efficient. Pile reinforcement also reduces overall acceleration around the pile and improves settlement deformation of the pile cap. For single-row, triple-row, and varying-length pile configurations, settlement was reduced by 7.75%, 24.03%, and 15.5%, respectively.
To investigate the mechanical characteristics and response mechanism of a rigid pile composite foundation with pile reinforcement for cooling towers in liquefiable soil in the flooded area of Yellow River, a numerical analysis was conducted. This study analyzed the dynamic interaction between the site soil and the rigid pile structure under seismic loading, comparing the effects of different pile reinforcement configurations on foundation seismic resistance and deformation characteristics. Results show that peak bending moments occur in the outermost piles, located at the boundary between the liquefiable soil layer and the underlying non-liquefiable soil. For single-row, triple-row, and varying-length pile configurations, the peak bending moments decreased by 16.7%, 31.9%, and 29.9%, respectively. Defining the reinforcement efficiency coefficient as the ratio of peak bending moment reduction to reinforcement pile length, analysis revealed that the varying-length pile configuration has the highest efficiency, while the triple-row pile configuration is the least efficient. Pile reinforcement also reduces overall acceleration around the pile and improves settlement deformation of the pile cap. For single-row, triple-row, and varying-length pile configurations, settlement was reduced by 7.75%, 24.03%, and 15.5%, respectively.
2026, 40(1): 84-90.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0323
Abstract:
Groundwater-sealed oil depots have stringent requirements for the water seepage of the chambers, necessitating grouting for seepage control. Microbial-induced calcium carbonate precipitation (MICP), which generates microbial cement, offers new ideas for sealing micro-fissures in rock masses due to its small slurry particles, low viscosity, and good fluidity. The process of reducing seepage through microbial mineralization grouting and sealing rock fissures involves a series of reactions such as microbial urease hydrolysis, mineralization reactions generating precipitation, and the attachment and distribution of precipitation in the fissures. This research first elaborates on the basic principles of microbial mineralization reactions, and introduces the biocatalytic effect based on the most widely studied and applied urease-catalyzed urea hydrolysis method. Then, by analyzing the impact of the precipitation generated during urease-catalyzed urea hydrolysis on the fissure width, theoretical formulas for the reduction of fissure permeability due to different attachment characteristics of mineralization reaction precipitates are derived, and the corresponding influencing effects are analyzed. This article aims to provide a theoretical basis for subsequent research on the mechanism of reducing seepage through microbial mineralization sealing of rock fissures by understanding the coupling relationships involved in the process.
Groundwater-sealed oil depots have stringent requirements for the water seepage of the chambers, necessitating grouting for seepage control. Microbial-induced calcium carbonate precipitation (MICP), which generates microbial cement, offers new ideas for sealing micro-fissures in rock masses due to its small slurry particles, low viscosity, and good fluidity. The process of reducing seepage through microbial mineralization grouting and sealing rock fissures involves a series of reactions such as microbial urease hydrolysis, mineralization reactions generating precipitation, and the attachment and distribution of precipitation in the fissures. This research first elaborates on the basic principles of microbial mineralization reactions, and introduces the biocatalytic effect based on the most widely studied and applied urease-catalyzed urea hydrolysis method. Then, by analyzing the impact of the precipitation generated during urease-catalyzed urea hydrolysis on the fissure width, theoretical formulas for the reduction of fissure permeability due to different attachment characteristics of mineralization reaction precipitates are derived, and the corresponding influencing effects are analyzed. This article aims to provide a theoretical basis for subsequent research on the mechanism of reducing seepage through microbial mineralization sealing of rock fissures by understanding the coupling relationships involved in the process.
2026, 40(1): 91-100.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0610
Abstract:
Aiming at the deformation control challenge in shield tunneling for overlapping tunnels adjacent to existing operational lines, this study takes the project of the Gangzicun–Huayuan Road section of Nanjing Metro Line 6 as the engineering background and adopts the construction technologies including the bottom-up tunneling sequence, grouting isolation and reinforcement, as well as the formwork trolley system support for the lower tunnel. Through field measurements, it examines the patterns of surface subsidence triggered by the construction of overlapped shield tunnels and the effects of shield tunneling on segments of nearby operational lines. The study documents the complete cycle of surface subsidence and the deformation patterns in existing tunnels. The results show that: (1) During the excavation of the downbound tunnel, the surface settlement first rises with the relative time of excavation, reaches the maximum value, and then settles until it tends to stabilize, and the surface settlement law during the excavation of the upbound tunnel is similar. Affected by grouting isolation and reinforcement, the surface settlement of the existing tunnel does not show significant changes, and the overall surface settlement curve conforms to an asymmetric Peck curve. (2) During shield tunneling, the grouting pressure increases, and the daily variation of surface vertical displacement correspondingly increases. The total thrust and cutterhead torque of the shield machine have no significant effect on the vertical displacement of the ground surface. (3) During the excavation of the upbound tunnel, the deformation of the downbound tunnel develops from a "circular" shape to a "vertical elliptical" shape. Under the support of the trolley, the vertical displacement of the track bed in the downbound tunnel is reduced by 50% compared to the horizontal convergence value of the tunnel without trolley support. (4) After the completion of the upbound tunnel excavation, the maximum settlement of the arch crown and track bed was 2.6 mm and 2.5 mm, respectively, and the maximum horizontal displacement of the left and right arch waists was 0.3 mm and 0.7 mm, respectively, showing a trend of moving towards the overlapping tunnel direction.
Aiming at the deformation control challenge in shield tunneling for overlapping tunnels adjacent to existing operational lines, this study takes the project of the Gangzicun–Huayuan Road section of Nanjing Metro Line 6 as the engineering background and adopts the construction technologies including the bottom-up tunneling sequence, grouting isolation and reinforcement, as well as the formwork trolley system support for the lower tunnel. Through field measurements, it examines the patterns of surface subsidence triggered by the construction of overlapped shield tunnels and the effects of shield tunneling on segments of nearby operational lines. The study documents the complete cycle of surface subsidence and the deformation patterns in existing tunnels. The results show that: (1) During the excavation of the downbound tunnel, the surface settlement first rises with the relative time of excavation, reaches the maximum value, and then settles until it tends to stabilize, and the surface settlement law during the excavation of the upbound tunnel is similar. Affected by grouting isolation and reinforcement, the surface settlement of the existing tunnel does not show significant changes, and the overall surface settlement curve conforms to an asymmetric Peck curve. (2) During shield tunneling, the grouting pressure increases, and the daily variation of surface vertical displacement correspondingly increases. The total thrust and cutterhead torque of the shield machine have no significant effect on the vertical displacement of the ground surface. (3) During the excavation of the upbound tunnel, the deformation of the downbound tunnel develops from a "circular" shape to a "vertical elliptical" shape. Under the support of the trolley, the vertical displacement of the track bed in the downbound tunnel is reduced by 50% compared to the horizontal convergence value of the tunnel without trolley support. (4) After the completion of the upbound tunnel excavation, the maximum settlement of the arch crown and track bed was 2.6 mm and 2.5 mm, respectively, and the maximum horizontal displacement of the left and right arch waists was 0.3 mm and 0.7 mm, respectively, showing a trend of moving towards the overlapping tunnel direction.
2026, 40(1): 101-107.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0042
Abstract:
Using the underground excavation section of a metro station in Shenyang as a case study, this research introduces the key technologies and measures for on-site construction of the PBM method. Through on-site monitoring tests, the variation laws of surface settlement, structural deformation and strain caused by the excavation process of the PBM method were studied. The findings demonstrate that the maximum final settlement of the PBM method is about 25 mm, and indicating an acceptable settlement control level. The overall structural deformation and strain are within the safe range, indicating that the overall structural layout of the PBM method station is reasonable. During the excavation and structure pouring of the negative first floor, the excavation step distance and the speed of top plate grouting should be reduced to minimize the disturbance to the overlying pipelines. When the excavation of the negative first floor reaches the central crossbeam, the excavation speed should be appropriately slowed down and temporary support should be strengthened to better control the vertical deformation of the crossbeam.
Using the underground excavation section of a metro station in Shenyang as a case study, this research introduces the key technologies and measures for on-site construction of the PBM method. Through on-site monitoring tests, the variation laws of surface settlement, structural deformation and strain caused by the excavation process of the PBM method were studied. The findings demonstrate that the maximum final settlement of the PBM method is about 25 mm, and indicating an acceptable settlement control level. The overall structural deformation and strain are within the safe range, indicating that the overall structural layout of the PBM method station is reasonable. During the excavation and structure pouring of the negative first floor, the excavation step distance and the speed of top plate grouting should be reduced to minimize the disturbance to the overlying pipelines. When the excavation of the negative first floor reaches the central crossbeam, the excavation speed should be appropriately slowed down and temporary support should be strengthened to better control the vertical deformation of the crossbeam.
2026, 40(1): 108-112.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0092
Abstract:
Currently the application of ϕ50 drill pipe used in the Xi’an for standard penetration test (SPT) is wide, which is different from the code that ϕ42 drill pipe is specified. Based on the three projects in Xi’an, the results of the N values of SPT with drill pipes of ϕ50 and ϕ42 were compared in sand and loess-like silt layer, and the relations beteeen them were statistically analyzed, as well as the effects of diameters on liquefaction. The results show that the diameters of drill pipes have a certain influence on the number N of SPT, and the effects are different due to different strata and test depths. Within the test depth from 0 to 10 m, the number N of SPT with drill pipes of ϕ50 and ϕ42 is close, and the ratio N50/N42 is between 0.98～1.02 in sand and 1.01～1.05 in loess-like silt. When the test depth is from 10 to 20 m, the number N of SPT with both diameters has larger deviation with the ratio N50/N42 between 1.03～1.05 in sand and 1.05～1.10 in loess-like silt. Furthermore, it is generally in non liquefaction state when using ϕ50 and ϕ42 drill pipes for liquefaction discrimination in sand and loess-like silt foundation soil. However, the number N of ϕ42 is evaluated to be in liquefied state in local areas around the liquefaction boundary line, the discrimination result of the ϕ50 drill pipe is non liquefaction.
Currently the application of ϕ50 drill pipe used in the Xi’an for standard penetration test (SPT) is wide, which is different from the code that ϕ42 drill pipe is specified. Based on the three projects in Xi’an, the results of the N values of SPT with drill pipes of ϕ50 and ϕ42 were compared in sand and loess-like silt layer, and the relations beteeen them were statistically analyzed, as well as the effects of diameters on liquefaction. The results show that the diameters of drill pipes have a certain influence on the number N of SPT, and the effects are different due to different strata and test depths. Within the test depth from 0 to 10 m, the number N of SPT with drill pipes of ϕ50 and ϕ42 is close, and the ratio N50/N42 is between 0.98～1.02 in sand and 1.01～1.05 in loess-like silt. When the test depth is from 10 to 20 m, the number N of SPT with both diameters has larger deviation with the ratio N50/N42 between 1.03～1.05 in sand and 1.05～1.10 in loess-like silt. Furthermore, it is generally in non liquefaction state when using ϕ50 and ϕ42 drill pipes for liquefaction discrimination in sand and loess-like silt foundation soil. However, the number N of ϕ42 is evaluated to be in liquefied state in local areas around the liquefaction boundary line, the discrimination result of the ϕ50 drill pipe is non liquefaction.
2026, 40(1): 113-119.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0485
Abstract:
To investigate the long-term rebound deformation characteristics of expansive soils, a series of confined long-term rebound tests under varying stress levels was conducted on artificially prepared saturated expansive soils with different swelling potentials. The key findings are: (1) During unloading, weak expansive soils demonstrate clear linear rebound characteristics, while strong expansive soils exhibit pronounced nonlinear rebound characteristics. (2) Long-term rebound deformation following unloading consists of two distinct components: primary rebound deformation and secondary consolidation deformation. When the rebound rate of strong expansive soil is less than the ultimate rebound rate, both deformation stages exist. After the rebound rate reaches the ultimate rebound rate, the primary rebound deformation disappears, and the secondary consolidation deformation occupies the entire deformation process. (3) As the free swell ratio of expansive soils increases, so do the compression index, rebound index, and ultimate rebound ratio, while the critical unloading ratio decreases. A strong linear correlation is observed between the ultimate rebound ratio and the free swell ratio. (4) As the free swell ratio increases, the secondary consolidation coefficient grows exponentially, and the onset of the secondary consolidation stage is delayed.
To investigate the long-term rebound deformation characteristics of expansive soils, a series of confined long-term rebound tests under varying stress levels was conducted on artificially prepared saturated expansive soils with different swelling potentials. The key findings are: (1) During unloading, weak expansive soils demonstrate clear linear rebound characteristics, while strong expansive soils exhibit pronounced nonlinear rebound characteristics. (2) Long-term rebound deformation following unloading consists of two distinct components: primary rebound deformation and secondary consolidation deformation. When the rebound rate of strong expansive soil is less than the ultimate rebound rate, both deformation stages exist. After the rebound rate reaches the ultimate rebound rate, the primary rebound deformation disappears, and the secondary consolidation deformation occupies the entire deformation process. (3) As the free swell ratio of expansive soils increases, so do the compression index, rebound index, and ultimate rebound ratio, while the critical unloading ratio decreases. A strong linear correlation is observed between the ultimate rebound ratio and the free swell ratio. (4) As the free swell ratio increases, the secondary consolidation coefficient grows exponentially, and the onset of the secondary consolidation stage is delayed.
2026, 40(1): 120-131.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0613
Abstract:
During the synchronous grouting process of shield tunneling, problems such as grout dilution and segregation are prone to occur. By analyzing actual engineering cases and determining the range of orthogonal design ratios, laboratory experiments were conducted. The experimental results were analyzed using SPSS and MINITAB, and the MATLAB multi-objective optimization tool was employed to study the optimization of grout ratios that meet the requirements of shield tunnel synchronous grouting engineering. The analysis showed that the water-cement ratio ranges from 0.6 to 0.9, the cement-sand ratio ranges from 0.4 to 1.0, the bentonite-water ratio ranges from 0.1 to 0.3, and the fly ash-cement ratio ranges from 0.2 to 0.6. The water-cement ratio significantly affects density and consistency, the bentonite-water ratio primarily influences fluidity, bleeding rate, and consolidation shrinkage rate, and the fly ash-cement ratio has a notable impact on setting time and strength. The regression formula for the grouts fits well and could be used for ratio optimization. Compared with the fmincon function of the MATLAB toolbox solver, the precision of the optimization results from the improved multi-objective genetic algorithm (Non-dominated Sorting Genetic Algorithm II) is higher. The optimal grout ratio obtained after optimization is a water-cement ratio of 0.60, a cement-sand ratio of 0.87, a bentonite-water ratio of 0.25, and a fly ash-cement ratio of 0.60. Based on this, a validation analysis was conducted on a shield section of Beijing Metro Line 12. The results indicated that, compared to the existing scheme, the grout based on multi-objective optimization of the ratios shows better performance in controlling ground deformation.
During the synchronous grouting process of shield tunneling, problems such as grout dilution and segregation are prone to occur. By analyzing actual engineering cases and determining the range of orthogonal design ratios, laboratory experiments were conducted. The experimental results were analyzed using SPSS and MINITAB, and the MATLAB multi-objective optimization tool was employed to study the optimization of grout ratios that meet the requirements of shield tunnel synchronous grouting engineering. The analysis showed that the water-cement ratio ranges from 0.6 to 0.9, the cement-sand ratio ranges from 0.4 to 1.0, the bentonite-water ratio ranges from 0.1 to 0.3, and the fly ash-cement ratio ranges from 0.2 to 0.6. The water-cement ratio significantly affects density and consistency, the bentonite-water ratio primarily influences fluidity, bleeding rate, and consolidation shrinkage rate, and the fly ash-cement ratio has a notable impact on setting time and strength. The regression formula for the grouts fits well and could be used for ratio optimization. Compared with the fmincon function of the MATLAB toolbox solver, the precision of the optimization results from the improved multi-objective genetic algorithm (Non-dominated Sorting Genetic Algorithm II) is higher. The optimal grout ratio obtained after optimization is a water-cement ratio of 0.60, a cement-sand ratio of 0.87, a bentonite-water ratio of 0.25, and a fly ash-cement ratio of 0.60. Based on this, a validation analysis was conducted on a shield section of Beijing Metro Line 12. The results indicated that, compared to the existing scheme, the grout based on multi-objective optimization of the ratios shows better performance in controlling ground deformation.
2026, 40(1): 132-140.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0524
Abstract:
This study investigates the reinforcement mechanism of sodium methylsilicate (SM) on the water resistance of raw soil materials using surface coating and internal incorporation modification methods, with raw soil from central Nei Mongol as the base material. Through 60-minute static water immersion and 120-minute dynamic scouring tests, the following results were obtained: (1) Mechanical properties: Surface-coated and internally incorporated specimens demonstrated 16.67% and 47.66% higher average compressive strength, respectively, compared to the control group. (2) Hydrostatic performance: The average water absorption rates were 1.57% and 2.17% for surface-coated and internally incorporated specimens, with corresponding softening coefficients reaching 0.80 and 0.81. (3) Scouring resistance: The average water absorption rates measured 0.97% and 2.11%, with softening coefficients of 0.55 and 0.63, respectively. (4) Microscopic mechanism: Surface coating modification forms an external encapsulated waterproof layer, while internal incorporation modification generates polysiloxane films through SM-soil particle interactions, simultaneously enhancing both waterproofing capability and structural stability.
This study investigates the reinforcement mechanism of sodium methylsilicate (SM) on the water resistance of raw soil materials using surface coating and internal incorporation modification methods, with raw soil from central Nei Mongol as the base material. Through 60-minute static water immersion and 120-minute dynamic scouring tests, the following results were obtained: (1) Mechanical properties: Surface-coated and internally incorporated specimens demonstrated 16.67% and 47.66% higher average compressive strength, respectively, compared to the control group. (2) Hydrostatic performance: The average water absorption rates were 1.57% and 2.17% for surface-coated and internally incorporated specimens, with corresponding softening coefficients reaching 0.80 and 0.81. (3) Scouring resistance: The average water absorption rates measured 0.97% and 2.11%, with softening coefficients of 0.55 and 0.63, respectively. (4) Microscopic mechanism: Surface coating modification forms an external encapsulated waterproof layer, while internal incorporation modification generates polysiloxane films through SM-soil particle interactions, simultaneously enhancing both waterproofing capability and structural stability.
2026, 40(1): 141-150.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0448
Abstract:
Fluid-solidified soil is often used in backfill engineering. To explore the deterioration mechanism of the mechanical properties of fluid-solidified soil caused by the influence of materials and seasonal climate, the change law of meso damage of ready mixed fluid composite soil under freeze-thaw cycle was studied. The change law of meso structure was explored by scanning electron microscope (SEM) and nuclear magnetic resonance (NMR) tests, and the internal mechanism of the composite material was analyzed. The results show that the freeze-thaw cycle will damage the pore size and morphology of soil, and with the increase in times, the micro pores gradually evolve into medium and large pores. The damage degree is different under different materials. The damage degree of the cement composite is the smallest, followed by the lime material. Under the hydration effect, it will form a strong adhesive block, which is the main structural part to resist deformation. The research results can provide a reference for the research and application of fluid-solidified soil materials.
Fluid-solidified soil is often used in backfill engineering. To explore the deterioration mechanism of the mechanical properties of fluid-solidified soil caused by the influence of materials and seasonal climate, the change law of meso damage of ready mixed fluid composite soil under freeze-thaw cycle was studied. The change law of meso structure was explored by scanning electron microscope (SEM) and nuclear magnetic resonance (NMR) tests, and the internal mechanism of the composite material was analyzed. The results show that the freeze-thaw cycle will damage the pore size and morphology of soil, and with the increase in times, the micro pores gradually evolve into medium and large pores. The damage degree is different under different materials. The damage degree of the cement composite is the smallest, followed by the lime material. Under the hydration effect, it will form a strong adhesive block, which is the main structural part to resist deformation. The research results can provide a reference for the research and application of fluid-solidified soil materials.
2026, 40(1): 151-158.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0513
Abstract:
Liquidity and compressive strength are key technical indicators in the application of fluidized solidified soil engineering, which determine the construction and workability of fluidized solidified soil and its workability of construction. During pumping construction, reducing the wet density and appropriately improving the flowability of the solidified soil can meet equipment requirements. Using two types of engineering waste soil as parent soil, with a wet density controlled between 1.4 g/cm3 and 1.6 g/cm3, high flowability fluid-solidified soil was prepared. The focus was on investigating the control laws and mechanisms of soil properties and wet density on the flowability, bleeding rate, and compressive strength of fluid solidified soil. Research has shown that the flowability and bleeding rate of fluidized solidified soil are mainly affected by soil properties. The higher the liquid limit of the parent soil, the lower its flowability and bleeding rate. The dosage and type of solidifying agent have relatively insignificant effects on it; the compressive strength is mainly affected by the wet density and curing agent. The higher the wet density, the relatively greater the strength of the fluidized solidified soil. During the self-setting stage of highly fluid solidified soil, the hydration reaction has not yet been fully carried out. The soil particles and hydration products of the soil solidifying agent have self-weight settlement, resulting in varying degrees of bleeding. This leads to uneven compressive strength of the same solidified soil sample along the depth. The microstructure shows that large pores are gradually filled by hydration products, and the bonding effect is more complete. Small and medium-sized pores increase in sequence, and the soil structure is denser.
Liquidity and compressive strength are key technical indicators in the application of fluidized solidified soil engineering, which determine the construction and workability of fluidized solidified soil and its workability of construction. During pumping construction, reducing the wet density and appropriately improving the flowability of the solidified soil can meet equipment requirements. Using two types of engineering waste soil as parent soil, with a wet density controlled between 1.4 g/cm3 and 1.6 g/cm3, high flowability fluid-solidified soil was prepared. The focus was on investigating the control laws and mechanisms of soil properties and wet density on the flowability, bleeding rate, and compressive strength of fluid solidified soil. Research has shown that the flowability and bleeding rate of fluidized solidified soil are mainly affected by soil properties. The higher the liquid limit of the parent soil, the lower its flowability and bleeding rate. The dosage and type of solidifying agent have relatively insignificant effects on it; the compressive strength is mainly affected by the wet density and curing agent. The higher the wet density, the relatively greater the strength of the fluidized solidified soil. During the self-setting stage of highly fluid solidified soil, the hydration reaction has not yet been fully carried out. The soil particles and hydration products of the soil solidifying agent have self-weight settlement, resulting in varying degrees of bleeding. This leads to uneven compressive strength of the same solidified soil sample along the depth. The microstructure shows that large pores are gradually filled by hydration products, and the bonding effect is more complete. Small and medium-sized pores increase in sequence, and the soil structure is denser.
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。
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。
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。
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。
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。
2020, 34(1): 43-47.
doi: 10.3969/j.issn.1007-2993.2020.01.009
摘要：
采用文献综述研究方法，梳理了红黏土研究成果并进行了评述，对红黏土的物理力学性质进行了归纳和总结，对红黏土的性能改良研究成果进行了汇总，指出红黏土的物理力学性能的差异性根源在于微观结构的个性差异存在，红黏土性能改良的困难在于红黏土的水敏性和热敏性，红黏土性能改良的关键在于控制其含水率。最后指出了研究不足在于普适性理论和知识体系没有构建，改良方法和技术探究应该加强，展望了红黏土性能改良的物理-化学-生物耦合作用的机理及复合技术开发和应用的研究。
采用文献综述研究方法，梳理了红黏土研究成果并进行了评述，对红黏土的物理力学性质进行了归纳和总结，对红黏土的性能改良研究成果进行了汇总，指出红黏土的物理力学性能的差异性根源在于微观结构的个性差异存在，红黏土性能改良的困难在于红黏土的水敏性和热敏性，红黏土性能改良的关键在于控制其含水率。最后指出了研究不足在于普适性理论和知识体系没有构建，改良方法和技术探究应该加强，展望了红黏土性能改良的物理-化学-生物耦合作用的机理及复合技术开发和应用的研究。
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。
2019, 33(4): 197-201,213.
doi: 10.3969/j.issn.1007-2993.2019.04.003
摘要：
世界首条盾构法联络通道—宁波地铁联络通道已经将盾构法挖掘地铁联络通道变为现实，但对于盾构法联络通道挖掘对地表沉降的影响还缺乏足够的认识和积累。以宁波地铁3号线某区间的地铁联络通道开挖为例，对盾构法联络通道施工过程进行了试验测试及CAE（Computer Aided Engineering）仿真，并成功地完成了施工过程中各个工况地表沉降仿真与测试的标定分析，得到了沉降幅值在各工况下的变化规律，指出盾构地铁联络通道施工过程中需要关注的危险工况，据此形成了一套真实、可靠、先进的仿真流程，可为联络通道后续沉降监控及其它联络通道施工过程的沉降预测提供支持。
世界首条盾构法联络通道—宁波地铁联络通道已经将盾构法挖掘地铁联络通道变为现实，但对于盾构法联络通道挖掘对地表沉降的影响还缺乏足够的认识和积累。以宁波地铁3号线某区间的地铁联络通道开挖为例，对盾构法联络通道施工过程进行了试验测试及CAE（Computer Aided Engineering）仿真，并成功地完成了施工过程中各个工况地表沉降仿真与测试的标定分析，得到了沉降幅值在各工况下的变化规律，指出盾构地铁联络通道施工过程中需要关注的危险工况，据此形成了一套真实、可靠、先进的仿真流程，可为联络通道后续沉降监控及其它联络通道施工过程的沉降预测提供支持。
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
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ISSN：1007-2993
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