2026, 40(3): 317-327.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0004
Abstract:
The Yangtze River floodplain area is rich in groundwater, has high confined water head, and thick Quaternary sedimentary strata. For deep and large foundation pits surrounding significant sensitive structures, the conventional method is to use bottom-sealing continuous walls for complete water cutoff, which is very difficulty and costly. Based on the deep foundation pit project of Nanjing Yangtze River Smart Center along the river, detailed hydrogeological parameters of the site were obtained through on-site pumping tests by using formula method calculation and numerical method fitting respectively. By establishing a three-dimensional seepage numerical model, a reasonable groundwater control scheme for the suspended water-stop curtain was optimized and determined. The impact of suspended water-stop curtain foundation pit dewatering on subways and tunnels under different foundation pit conditions was predicted. The numerical simulation prediction results were basically consistent with the monitoring data. The implementation effect and monitoring data of foundation pit engineering show that the adopted groundwater control scheme effectively protects the surrounding environment of subways, tunnels, etc. Compared with the full cut-off scheme of underground continuous walls, it reduces the project cost and better balances the impact of the surrounding environment and social and economic benefits. It can provide a reference for groundwater control in deep and large foundation pits in similar complex environments.
The Yangtze River floodplain area is rich in groundwater, has high confined water head, and thick Quaternary sedimentary strata. For deep and large foundation pits surrounding significant sensitive structures, the conventional method is to use bottom-sealing continuous walls for complete water cutoff, which is very difficulty and costly. Based on the deep foundation pit project of Nanjing Yangtze River Smart Center along the river, detailed hydrogeological parameters of the site were obtained through on-site pumping tests by using formula method calculation and numerical method fitting respectively. By establishing a three-dimensional seepage numerical model, a reasonable groundwater control scheme for the suspended water-stop curtain was optimized and determined. The impact of suspended water-stop curtain foundation pit dewatering on subways and tunnels under different foundation pit conditions was predicted. The numerical simulation prediction results were basically consistent with the monitoring data. The implementation effect and monitoring data of foundation pit engineering show that the adopted groundwater control scheme effectively protects the surrounding environment of subways, tunnels, etc. Compared with the full cut-off scheme of underground continuous walls, it reduces the project cost and better balances the impact of the surrounding environment and social and economic benefits. It can provide a reference for groundwater control in deep and large foundation pits in similar complex environments.
2026, 40(3): 328-335.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0002
Abstract:
Through comparative analysis of the code-calculated and measured deformation characteristics of the front-braced grouting steel pipe system under different geological conditions in Shanghai, optimized design methods and measures for improving bearing capacity and controlling the deformation of retaining piles are proposed and verified by numerical simulation. The results show that: (1) For foundation pits with poor soil conditions at both the pit bottom and the front-braced pile bottom, the measured deformation of the retaining system is significantly larger than the code-calculated value. The optimal horizontal angle of the front-braced piles is 45°. Zoned excavation and the addition of precast cushions during construction can reduce the total deformation of retaining piles by approximately 10%. Further deformation control can be achieved by reducing the single excavation area. (2) For foundation pits with poor soil at the pit bottom but good soil at the front-braced pile bottom, the measured deformation of retaining piles is slightly larger than the code-calculated value. The horizontal angle of front-braced piles can be increased to 50°~55°, which shortens the pile length while maintaining the same horizontal bearing capacity, thus improving economic efficiency. Deformation can be controlled via zoned excavation and cushion installation, and attention should be paid to the shear design between retaining piles and wales. (3) For foundation pits with good soil at both the pit bottom and the front-braced pile bottom, the measured deformation of retaining piles is close to the code-calculated value. The horizontal angle of front-braced piles can be reduced to 30°~35°, which shortens the pile length under constant horizontal bearing capacity, controls the deformation of the pile top, and also improves economic efficiency.
Through comparative analysis of the code-calculated and measured deformation characteristics of the front-braced grouting steel pipe system under different geological conditions in Shanghai, optimized design methods and measures for improving bearing capacity and controlling the deformation of retaining piles are proposed and verified by numerical simulation. The results show that: (1) For foundation pits with poor soil conditions at both the pit bottom and the front-braced pile bottom, the measured deformation of the retaining system is significantly larger than the code-calculated value. The optimal horizontal angle of the front-braced piles is 45°. Zoned excavation and the addition of precast cushions during construction can reduce the total deformation of retaining piles by approximately 10%. Further deformation control can be achieved by reducing the single excavation area. (2) For foundation pits with poor soil at the pit bottom but good soil at the front-braced pile bottom, the measured deformation of retaining piles is slightly larger than the code-calculated value. The horizontal angle of front-braced piles can be increased to 50°~55°, which shortens the pile length while maintaining the same horizontal bearing capacity, thus improving economic efficiency. Deformation can be controlled via zoned excavation and cushion installation, and attention should be paid to the shear design between retaining piles and wales. (3) For foundation pits with good soil at both the pit bottom and the front-braced pile bottom, the measured deformation of retaining piles is close to the code-calculated value. The horizontal angle of front-braced piles can be reduced to 30°~35°, which shortens the pile length under constant horizontal bearing capacity, controls the deformation of the pile top, and also improves economic efficiency.
2026, 40(3): 336-342.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0173
Abstract:
CFG pile composite foundation is commonly used to solve problems such as insufficient bearing capacity or excessive deformation of natural foundations. There have been controversies over the settlement calculation method and its reliability for CFG pile composite foundations. A considerable number of scholars and geotechnical engineers hold that the calculated settlement values are larger than the measured ones. To this end, the design and deformation monitoring data of multiple CFG pile composite foundation projects in typical stratum regions of Beijing were collected and sorted out. The study shows that the calculated settlement values are generally smaller than the measured ones without considering rebound-recompression deformation, while the calculated values are close to the measured ones when rebound-recompression deformation is taken into account. Combined with relevant codes, a settlement calculation formula considering both rebound-recompression deformation and additional stress deformation is proposed, which improves the accuracy and efficiency of settlement calculation. The research results can provide references for the design of CFG pile composite foundations and the arrangement of settlement belts.
CFG pile composite foundation is commonly used to solve problems such as insufficient bearing capacity or excessive deformation of natural foundations. There have been controversies over the settlement calculation method and its reliability for CFG pile composite foundations. A considerable number of scholars and geotechnical engineers hold that the calculated settlement values are larger than the measured ones. To this end, the design and deformation monitoring data of multiple CFG pile composite foundation projects in typical stratum regions of Beijing were collected and sorted out. The study shows that the calculated settlement values are generally smaller than the measured ones without considering rebound-recompression deformation, while the calculated values are close to the measured ones when rebound-recompression deformation is taken into account. Combined with relevant codes, a settlement calculation formula considering both rebound-recompression deformation and additional stress deformation is proposed, which improves the accuracy and efficiency of settlement calculation. The research results can provide references for the design of CFG pile composite foundations and the arrangement of settlement belts.
2026, 40(3): 343-350.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0086
Abstract:
The foundation treatment method of coralline sand was introduced. By combining it with one port of the container terminal in Southeast Asia, research on applying the vibroflotation compaction method in the foundation treatment of coralline sand has been carried out, and the construction process and key construction parameters were determined. The results show that the vibroflotation compaction method for silt or silt mixed with sand layer reinforcement effect is poor, so the bottom elevation of treatment can be controlled in the above top of silt layer 0.5 m; when adopting 180 kW vibrator, 3.8 m, 4.3 m, 4.8 m vibration spacing all can meet the construction requirements and 4.3 m was the best. The relationship between vibration spacing x and the volume of backfill sand V and the sinking height after vibroflotation H was $ V=-1494.37+790.61x-91.61{x}^{2} $ and $ H=-3.46+1.85x-0.21{x}^{2} $, separately.
The foundation treatment method of coralline sand was introduced. By combining it with one port of the container terminal in Southeast Asia, research on applying the vibroflotation compaction method in the foundation treatment of coralline sand has been carried out, and the construction process and key construction parameters were determined. The results show that the vibroflotation compaction method for silt or silt mixed with sand layer reinforcement effect is poor, so the bottom elevation of treatment can be controlled in the above top of silt layer 0.5 m; when adopting 180 kW vibrator, 3.8 m, 4.3 m, 4.8 m vibration spacing all can meet the construction requirements and 4.3 m was the best. The relationship between vibration spacing x and the volume of backfill sand V and the sinking height after vibroflotation H was $ V=-1494.37+790.61x-91.61{x}^{2} $ and $ H=-3.46+1.85x-0.21{x}^{2} $, separately.
2026, 40(3): 351-357.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0596
Abstract:
The project of a large-scale exhibition center in Changchun City covers an area of approximately 500,000 square meters. The original terrain of the construction site is undulating with a maximum height difference of about 20 meters. The apron needs to be leveled by cutting and filling to achieve the designed elevation. After leveling, the thickness of the fill soil on the site is uneven, with the maximum thickness reaching 16 meters. The fill area needs to be backfilled, leveled and have its foundation treated according to the intended function and bearing requirements. Combining the site’s geological conditions, fill thickness, and the intended function of the planned buildings (structures), applying the concept of green foundation, the foundation treatment is carried out in different areas using a combination of methods such as dynamic compaction, impact rolling, crushed stone piles, mixing piles, and lime-soil cushion layers. The construction inspection of foundation treatment, post-construction settlement monitoring of the building, and project operation status all indicate that the treatment effect of the thick backfilled foundation for this project meets the design and specification requirements. It has solved the problems of construction quality and post-construction settlement of thick backfilled soil, achieved the goals of safety, reliability, economic rationality, and can provide a reference for similar projects.
The project of a large-scale exhibition center in Changchun City covers an area of approximately 500,000 square meters. The original terrain of the construction site is undulating with a maximum height difference of about 20 meters. The apron needs to be leveled by cutting and filling to achieve the designed elevation. After leveling, the thickness of the fill soil on the site is uneven, with the maximum thickness reaching 16 meters. The fill area needs to be backfilled, leveled and have its foundation treated according to the intended function and bearing requirements. Combining the site’s geological conditions, fill thickness, and the intended function of the planned buildings (structures), applying the concept of green foundation, the foundation treatment is carried out in different areas using a combination of methods such as dynamic compaction, impact rolling, crushed stone piles, mixing piles, and lime-soil cushion layers. The construction inspection of foundation treatment, post-construction settlement monitoring of the building, and project operation status all indicate that the treatment effect of the thick backfilled foundation for this project meets the design and specification requirements. It has solved the problems of construction quality and post-construction settlement of thick backfilled soil, achieved the goals of safety, reliability, economic rationality, and can provide a reference for similar projects.
2026, 40(3): 358-365.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0571
Abstract:
Strength composite piles have been widely used in the field of civil engineering due to their advantages of convenient construction and high bearing capacity. However, in complex geological areas with boulders in the soil and relatively shallow rock strata, there are disadvantages such as difficulty in pre-mixing and relatively large noise and vibration during pile driving. This paper, combined with an actual project, puts forward a rotary drilling and pile-implanting technique of pouring fine stone concrete after drilling and implanting precast prestressed concrete solid square piles (composite bored piles), which solves the problem that precast piles cannot enter moderately weathered rock strata. Through on-site load tests, the reliability and practicability of this drilled and poured composite pile have been verified. The load transfer law and bearing capacity of the composite bored piles were analyzed using ABAQUS finite element software. The results showed that pour fine concrete after drilling can effectively reduce the settlement of prefabricated piles and improve their bearing capacity; The interface between the prestressed concrete solid core pile and the fine aggregate concrete can effectively transfer the upper load, demonstrating excellent stability and reliability during the loading process. The bored grouted composite pile effectively induces compaction of the surrounding soil during construction, and under the action of the upper load, the lateral friction resistance along the pile shaft can be significantly enhanced.
Strength composite piles have been widely used in the field of civil engineering due to their advantages of convenient construction and high bearing capacity. However, in complex geological areas with boulders in the soil and relatively shallow rock strata, there are disadvantages such as difficulty in pre-mixing and relatively large noise and vibration during pile driving. This paper, combined with an actual project, puts forward a rotary drilling and pile-implanting technique of pouring fine stone concrete after drilling and implanting precast prestressed concrete solid square piles (composite bored piles), which solves the problem that precast piles cannot enter moderately weathered rock strata. Through on-site load tests, the reliability and practicability of this drilled and poured composite pile have been verified. The load transfer law and bearing capacity of the composite bored piles were analyzed using ABAQUS finite element software. The results showed that pour fine concrete after drilling can effectively reduce the settlement of prefabricated piles and improve their bearing capacity; The interface between the prestressed concrete solid core pile and the fine aggregate concrete can effectively transfer the upper load, demonstrating excellent stability and reliability during the loading process. The bored grouted composite pile effectively induces compaction of the surrounding soil during construction, and under the action of the upper load, the lateral friction resistance along the pile shaft can be significantly enhanced.
2026, 40(3): 366-372.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0034
Abstract:
The Dongzhangpo Village landslide is a rainfall-triggered shallow loess landslide. To reveal the deformation mechanism of shallow loess landslides induced by rainfall and provide a basis for the early warning of regional shallow loess landslides during the rainy season, monitoring and correlation analysis of rainfall, soil moisture content and slope deformation were carried out on this landslide. The results show that the horizontal and vertical displacements on the landslide surface basically reach their peaks under the condition of rainfall peaks. According to the variation trends of rainfall and slope displacement, the Dongzhangpo Village landslide is a typical rainfall-triggered landslide. The Pearson correlation coefficient analysis indicates that the soil moisture content at depths of 0.2~4.2 m below the ground surface has an extremely strong correlation with rainfall. The lag time of soil moisture content variation ranges from 30 to 196 h, and the lag time gradually increases with the increase of burial depth. The surface displacement has an extremely strong correlation with the increment of soil moisture content at 0.2 m depth, a moderate correlation with that at 0.7 m, 1.2 m and 1.5 m depths, and a weak correlation with that at 2.2 m, 3.2 m and 4.2 m depths, indicating that the landslide deformation is dominated by shallow surface displacement. In terms of the lag of surface displacement behind the increase of moisture content, the peak correlation coefficients at all depths appear within 24 h with very small lag, showing that slope deformation occurs shortly after the increase of soil moisture content.
The Dongzhangpo Village landslide is a rainfall-triggered shallow loess landslide. To reveal the deformation mechanism of shallow loess landslides induced by rainfall and provide a basis for the early warning of regional shallow loess landslides during the rainy season, monitoring and correlation analysis of rainfall, soil moisture content and slope deformation were carried out on this landslide. The results show that the horizontal and vertical displacements on the landslide surface basically reach their peaks under the condition of rainfall peaks. According to the variation trends of rainfall and slope displacement, the Dongzhangpo Village landslide is a typical rainfall-triggered landslide. The Pearson correlation coefficient analysis indicates that the soil moisture content at depths of 0.2~4.2 m below the ground surface has an extremely strong correlation with rainfall. The lag time of soil moisture content variation ranges from 30 to 196 h, and the lag time gradually increases with the increase of burial depth. The surface displacement has an extremely strong correlation with the increment of soil moisture content at 0.2 m depth, a moderate correlation with that at 0.7 m, 1.2 m and 1.5 m depths, and a weak correlation with that at 2.2 m, 3.2 m and 4.2 m depths, indicating that the landslide deformation is dominated by shallow surface displacement. In terms of the lag of surface displacement behind the increase of moisture content, the peak correlation coefficients at all depths appear within 24 h with very small lag, showing that slope deformation occurs shortly after the increase of soil moisture content.
2026, 40(3): 373-383.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0051
Abstract:
Taking the ecological restoration slope support project of a tributary in Qingdao as the engineering background, the deformation and mechanical characteristics of bent-type h-piles (h-piles with multiple transverse constraints) in high-fill slopes of soil-rock dual strata were investigated through theoretical model analysis, numerical simulation, and monitored data analysis. The results show that bent-type h-piles present a more reasonable internal force distribution and stronger deformation control capacity. The measured maximum horizontal displacement at the pile top is 8.1 mm, and the maximum bending moment of the pile shaft per unit calculated width is 1423.2 kN·m. Compared with cantilever piles, bent-type h-piles possess higher flexural stiffness, and the alternating positive and negative bending moments along the pile shaft lead to a more rational mechanical state. The flexural stiffness of bent-type h-piles is mainly provided by the rigid frame structure composed of the front and rear piles and the second coupling beam. The internal forces of the piles are mainly distributed below the second coupling beam, which allows the optimization of reinforcement in the upper structure. The full-length reinforcement of the soil between bent-type h-piles has no significant effect on optimizing the internal force and deformation of the structure. When the joints between the coupling beams and the rear piles are designed as fixed connections, the front and rear piles can work together more effectively in bending, and the mechanical and deformation performance is superior to that of hinged connections. The research results can provide a reference for the design and construction of bent-type h-piles in high-fill slope projects with soil-rock dual strata.
Taking the ecological restoration slope support project of a tributary in Qingdao as the engineering background, the deformation and mechanical characteristics of bent-type h-piles (h-piles with multiple transverse constraints) in high-fill slopes of soil-rock dual strata were investigated through theoretical model analysis, numerical simulation, and monitored data analysis. The results show that bent-type h-piles present a more reasonable internal force distribution and stronger deformation control capacity. The measured maximum horizontal displacement at the pile top is 8.1 mm, and the maximum bending moment of the pile shaft per unit calculated width is 1423.2 kN·m. Compared with cantilever piles, bent-type h-piles possess higher flexural stiffness, and the alternating positive and negative bending moments along the pile shaft lead to a more rational mechanical state. The flexural stiffness of bent-type h-piles is mainly provided by the rigid frame structure composed of the front and rear piles and the second coupling beam. The internal forces of the piles are mainly distributed below the second coupling beam, which allows the optimization of reinforcement in the upper structure. The full-length reinforcement of the soil between bent-type h-piles has no significant effect on optimizing the internal force and deformation of the structure. When the joints between the coupling beams and the rear piles are designed as fixed connections, the front and rear piles can work together more effectively in bending, and the mechanical and deformation performance is superior to that of hinged connections. The research results can provide a reference for the design and construction of bent-type h-piles in high-fill slope projects with soil-rock dual strata.
2026, 40(3): 384-392.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0576
Abstract:
Flexible protective nets are the primary means of protection against rockfall disasters on high slopes, characterized by rapid construction, easy installation, and outstanding protective capabilities. This paper takes a highway reconstruction project as an example and employs the discrete element method to numerically simulate the flexible protective net, slope, and falling rocks, simulating the entire process of high slope rockfall impacting the protective net. The study investigates the motion trajectory and velocity change patterns of rocks from detachment to impact with the protective net and provides a detailed analysis of the dynamic response during the rock impact on the protective net. The results show that flexible protective nets can significantly reduce the velocity of falling rocks and effectively intercept high-speed rocks by gradually absorbing their kinetic energy through energy dissipaters. The research finds that there are two deformation peak areas when rocks impact the passive protective net, corresponding to the first impact and the second impact when the rock falls from the net to the bottom. The maximum deformation occurs during the first impact. Analysis of the forces on the protective net’s anchor ropes indicates that the forces on anchor ropes at different positions vary, with significant influence from the impact location. This study confirms the key role of flexible protective nets in dealing with rockfall disasters on high slopes, providing important theoretical basis and practical guidance for high slope protection.
Flexible protective nets are the primary means of protection against rockfall disasters on high slopes, characterized by rapid construction, easy installation, and outstanding protective capabilities. This paper takes a highway reconstruction project as an example and employs the discrete element method to numerically simulate the flexible protective net, slope, and falling rocks, simulating the entire process of high slope rockfall impacting the protective net. The study investigates the motion trajectory and velocity change patterns of rocks from detachment to impact with the protective net and provides a detailed analysis of the dynamic response during the rock impact on the protective net. The results show that flexible protective nets can significantly reduce the velocity of falling rocks and effectively intercept high-speed rocks by gradually absorbing their kinetic energy through energy dissipaters. The research finds that there are two deformation peak areas when rocks impact the passive protective net, corresponding to the first impact and the second impact when the rock falls from the net to the bottom. The maximum deformation occurs during the first impact. Analysis of the forces on the protective net’s anchor ropes indicates that the forces on anchor ropes at different positions vary, with significant influence from the impact location. This study confirms the key role of flexible protective nets in dealing with rockfall disasters on high slopes, providing important theoretical basis and practical guidance for high slope protection.
2026, 40(3): 393-402.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0058
Abstract:
To elucidate the impact of the dual effects of primary support concrete dissolution and crystallization in drainage system on the safety of tunnel structures, a series of dissolution tests on cement-based materials under carbonation conditions were conducted. A theoretical analysis method for the stresses on tunnel structures under the dual effects was derived, and the impact of these effects on the safety and resilience was calculated in a case study. The results indicate the following: (1) Under carbonation environments, the strength of cement-based materials exhibits an oscillatory attenuation pattern within a specific range. A dual-exponential formula was fitted to characterize the strength degradation coefficient. (2) The stress increment in the tunnel lining caused by the dual effects is inversely proportional to the decay coefficient β of the primary support concrete and directly proportional to the dissolution-deposition conversion coefficient δ. The dominance of the stress increment primarily are controlled by δ. (3) Analysis predicts declines of 17.3% in the structural safety factor and 15.3% in the resilience index after 10 years of tunnel operation, which is approaching safe limits. Therefore, the long-term impact of the dual effects of primary support concrete dissolution and crystallization in drainage system on tunnel structures cannot be overlooked. These effects should be given full consideration during the design and construction phases, and engineering measures during the maintenance phase should be strengthened.
To elucidate the impact of the dual effects of primary support concrete dissolution and crystallization in drainage system on the safety of tunnel structures, a series of dissolution tests on cement-based materials under carbonation conditions were conducted. A theoretical analysis method for the stresses on tunnel structures under the dual effects was derived, and the impact of these effects on the safety and resilience was calculated in a case study. The results indicate the following: (1) Under carbonation environments, the strength of cement-based materials exhibits an oscillatory attenuation pattern within a specific range. A dual-exponential formula was fitted to characterize the strength degradation coefficient. (2) The stress increment in the tunnel lining caused by the dual effects is inversely proportional to the decay coefficient β of the primary support concrete and directly proportional to the dissolution-deposition conversion coefficient δ. The dominance of the stress increment primarily are controlled by δ. (3) Analysis predicts declines of 17.3% in the structural safety factor and 15.3% in the resilience index after 10 years of tunnel operation, which is approaching safe limits. Therefore, the long-term impact of the dual effects of primary support concrete dissolution and crystallization in drainage system on tunnel structures cannot be overlooked. These effects should be given full consideration during the design and construction phases, and engineering measures during the maintenance phase should be strengthened.
2026, 40(3): 403-410.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0123
Abstract:
During long-distance hard rock tunneling with TBM (Tunnel Boring Machine), cutter wear is inevitable. Timely assessment of cutter wear status is critical for reducing tool consumption and improving TBM construction efficiency. Based on the field application of a cutting tool condition monitoring system installed on a TBM in the Inner Mongolia Chaoer River to Xiliao River water conveyance project, this study achieved real-time acquisition of cutter wear data. By analyzing the full-life service process of individual cutters under normal wear mechanisms and the evolution pattern of rock-breaking volume wear rates, four distinct wear stages were identified: accelerated wear stage, decelerated wear stage, stable wear stage, and secondary decelerated wear stage. Through comparative analysis of monitoring data characteristics under normal and abnormal wear conditions, an abnormal wear judgment method was proposed based on fluctuations in cumulative wear volume and temperature differences between adjacent cutters. The research provides practical references for evaluating cutter wear status in hard rock formations and optimizing cutter replacement strategies in TBM projects.
During long-distance hard rock tunneling with TBM (Tunnel Boring Machine), cutter wear is inevitable. Timely assessment of cutter wear status is critical for reducing tool consumption and improving TBM construction efficiency. Based on the field application of a cutting tool condition monitoring system installed on a TBM in the Inner Mongolia Chaoer River to Xiliao River water conveyance project, this study achieved real-time acquisition of cutter wear data. By analyzing the full-life service process of individual cutters under normal wear mechanisms and the evolution pattern of rock-breaking volume wear rates, four distinct wear stages were identified: accelerated wear stage, decelerated wear stage, stable wear stage, and secondary decelerated wear stage. Through comparative analysis of monitoring data characteristics under normal and abnormal wear conditions, an abnormal wear judgment method was proposed based on fluctuations in cumulative wear volume and temperature differences between adjacent cutters. The research provides practical references for evaluating cutter wear status in hard rock formations and optimizing cutter replacement strategies in TBM projects.
2026, 40(3): 411-417.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0556
Abstract:
Aiming at nonlinear distribution of the overburden load of the buried utility tunnel, employing the vertical differential element method with the assumption on the friction force between the soil slices, the nonlinear analytical solution of the vertical soil pressure is deduced. The comparison between theoretical results and the field measurement of buried utility tunnel show that the non-linear analytical solutions are able to describe the nonlinear distribution characteristics of loads on trenched utility tunnel. By the load structure method, the utility tunnel with its top bearing linear and nonlinear overburden loads is computed. The results show that under the engineering condition proposed by the paper, the mode of linear distribution on structure top and nolinear distribution on side wall, the deformation value of structure top and bottom reduce 15% and 14%, respectively, nearly no effects on side wall deformation; the maximum moment of in the middle of utility tunnel top reduce 23%.
Aiming at nonlinear distribution of the overburden load of the buried utility tunnel, employing the vertical differential element method with the assumption on the friction force between the soil slices, the nonlinear analytical solution of the vertical soil pressure is deduced. The comparison between theoretical results and the field measurement of buried utility tunnel show that the non-linear analytical solutions are able to describe the nonlinear distribution characteristics of loads on trenched utility tunnel. By the load structure method, the utility tunnel with its top bearing linear and nonlinear overburden loads is computed. The results show that under the engineering condition proposed by the paper, the mode of linear distribution on structure top and nolinear distribution on side wall, the deformation value of structure top and bottom reduce 15% and 14%, respectively, nearly no effects on side wall deformation; the maximum moment of in the middle of utility tunnel top reduce 23%.
2026, 40(3): 418-422.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0166
Abstract:
It is necessary to detect the location and scale of underground structures remaining on the site before engineering investigation or foundation treatment. However, when there are various unfavorable factors such as a large amount of construction waste, old foundations, and electromagnetic interference in the site, it can limit the application of some commonly used geophysical detection methods. The microgravity measurement method has low requirements for the observation site and has significant advantages in detecting underground mass anomalies. This research uses CG-5 high-precision gravity meter to detect the original underground equipment room of a machinery factory in Tianjin. After data processing and analysis, the location and rough plane distribution of the original underground equipment room were determined, providing a basis for subsequent engineering surveys and foundation processing. At the same time, experience has been accumulated for the detection of shallow buried underground structures in the same type of site.
It is necessary to detect the location and scale of underground structures remaining on the site before engineering investigation or foundation treatment. However, when there are various unfavorable factors such as a large amount of construction waste, old foundations, and electromagnetic interference in the site, it can limit the application of some commonly used geophysical detection methods. The microgravity measurement method has low requirements for the observation site and has significant advantages in detecting underground mass anomalies. This research uses CG-5 high-precision gravity meter to detect the original underground equipment room of a machinery factory in Tianjin. After data processing and analysis, the location and rough plane distribution of the original underground equipment room were determined, providing a basis for subsequent engineering surveys and foundation processing. At the same time, experience has been accumulated for the detection of shallow buried underground structures in the same type of site.
2026, 40(3): 423-429.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0118
Abstract:
Cut-off walls penetrating the aquifer are commonly adopted for seepage isolation in deep foundation pit projects in high artesian water areas, so as to reduce the impact of dewatering on the surrounding environment. However, the current evaluation methods for the seepage control effect of cut-off walls penetrating the aquifer remain inadequate. For a deep foundation pit project in Wuhan, the groundwater control scheme combines the CSM cut-off wall penetrating the aquifer with internal well dewatering. To predict the water inflow of the foundation pit and evaluate the seepage control effect of the cut-off wall, a multi-level pumping test with a well group was carried out. By obtaining the data of water level drawdown inside and outside the foundation pit as well as the water inflow information, the subsequent water inflow of the foundation pit was predicted prior to earth excavation. Preliminary judgment shows that the CSM cut-off wall penetrating the aquifer achieves a favorable seepage control effect. This method can provide a reference for the evaluation of cut-off walls penetrating the aquifer.
Cut-off walls penetrating the aquifer are commonly adopted for seepage isolation in deep foundation pit projects in high artesian water areas, so as to reduce the impact of dewatering on the surrounding environment. However, the current evaluation methods for the seepage control effect of cut-off walls penetrating the aquifer remain inadequate. For a deep foundation pit project in Wuhan, the groundwater control scheme combines the CSM cut-off wall penetrating the aquifer with internal well dewatering. To predict the water inflow of the foundation pit and evaluate the seepage control effect of the cut-off wall, a multi-level pumping test with a well group was carried out. By obtaining the data of water level drawdown inside and outside the foundation pit as well as the water inflow information, the subsequent water inflow of the foundation pit was predicted prior to earth excavation. Preliminary judgment shows that the CSM cut-off wall penetrating the aquifer achieves a favorable seepage control effect. This method can provide a reference for the evaluation of cut-off walls penetrating the aquifer.
2026, 40(3): 430-435.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0587
Abstract:
In the Ningbo coastal plain area, the thickness of shallow saturated soft soil is generally 30~40 meters, the self-weight stress of soil at different depths has certain differences. Using a unified standard consolidation preload in the indoor consolidated quick shear test would inevitably lead to a mismatch between the consolidation and the self-weight pressure, thus affecting the shear strength of the samples due to different degrees of consolidation. Focusing on the actual stress conditions of saturated soft soil, indoor comparison tests under standard method and self-weight preload were carried out in this research. The results show that compared to the standard method, the cohesion of saturated soil increased by 48% and the internal friction angle decreased by 13% after consolidation with self-weight preload. When the pre-consolidation load is less than its self-weight stress, the sample is not fully consolidated. The cementation between particles and the friction, interlocking and biting action are weakened, leading to a decrease in cohesion and internal friction angle. When the preloading consolidation load is greater than the self-weight stress of the soil, the drainage of pore water causes the sample to undergo greater consolidation, and the soil particles are rearranged. The cohesive force generated by the cementation effect is reduced, and the internal friction angle generated by the interlocking effect increased correspondingly. The shear strength characteristics of saturated soft soil under self-weight preload show an increase in cohesion and a decrease in the internal friction angle.
In the Ningbo coastal plain area, the thickness of shallow saturated soft soil is generally 30~40 meters, the self-weight stress of soil at different depths has certain differences. Using a unified standard consolidation preload in the indoor consolidated quick shear test would inevitably lead to a mismatch between the consolidation and the self-weight pressure, thus affecting the shear strength of the samples due to different degrees of consolidation. Focusing on the actual stress conditions of saturated soft soil, indoor comparison tests under standard method and self-weight preload were carried out in this research. The results show that compared to the standard method, the cohesion of saturated soil increased by 48% and the internal friction angle decreased by 13% after consolidation with self-weight preload. When the pre-consolidation load is less than its self-weight stress, the sample is not fully consolidated. The cementation between particles and the friction, interlocking and biting action are weakened, leading to a decrease in cohesion and internal friction angle. When the preloading consolidation load is greater than the self-weight stress of the soil, the drainage of pore water causes the sample to undergo greater consolidation, and the soil particles are rearranged. The cohesive force generated by the cementation effect is reduced, and the internal friction angle generated by the interlocking effect increased correspondingly. The shear strength characteristics of saturated soft soil under self-weight preload show an increase in cohesion and a decrease in the internal friction angle.
2026, 40(3): 436-442.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0144
Abstract:
The failure of bolt anchorage is mainly manifested as the relative displacement between the anchorage body and the surrounding soil. When applied to expansive soil slope, the influence of bolt reinforcement principle on the wetting expansion law of expansive soil is not clear. Therefore, the indoor expansive soil slope bolt pull-out test was carried out, and the artificial immersion method was used to simulate the river water storage. The actual deformation vector diagram of the soil unit before and after immersion is analyzed, and the software GeoPIV8 is used to study the deformation law of the bolt soil during the pull-out process. The test results show that the closer to the top of the anchorage body, the greater the influence range of the anchorage body on the surrounding soil during the drawing process, and gradually decreases along the length direction of the anchorage body. The expansion deformation of the slope after soaking shows that the shallower the buried depth, the greater the expansion deformation of the soil. Compared with the state of expansive soil before soaking, the influence range of anchor body on surrounding soil after soaking first increases to 4.4 times of its range during drawing process, and then gradually decreases to 40% of that before soaking.
The failure of bolt anchorage is mainly manifested as the relative displacement between the anchorage body and the surrounding soil. When applied to expansive soil slope, the influence of bolt reinforcement principle on the wetting expansion law of expansive soil is not clear. Therefore, the indoor expansive soil slope bolt pull-out test was carried out, and the artificial immersion method was used to simulate the river water storage. The actual deformation vector diagram of the soil unit before and after immersion is analyzed, and the software GeoPIV8 is used to study the deformation law of the bolt soil during the pull-out process. The test results show that the closer to the top of the anchorage body, the greater the influence range of the anchorage body on the surrounding soil during the drawing process, and gradually decreases along the length direction of the anchorage body. The expansion deformation of the slope after soaking shows that the shallower the buried depth, the greater the expansion deformation of the soil. Compared with the state of expansive soil before soaking, the influence range of anchor body on surrounding soil after soaking first increases to 4.4 times of its range during drawing process, and then gradually decreases to 40% of that before soaking.
2026, 40(3): 443-451.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0224
Abstract:
To reveal the long-term strength evolution of sulfate saline soil under low-temperature creep, a series of low-temperature triaxial creep tests were conducted on sulfate saline soil from Hongsibu, Ningxia, using a KTL-LDF-5 triaxial apparatus (temperature T = −1 ～ −15 ℃, salt content S = 0～5%, confining pressure 100 kPa). The steady-state creep rate method was used to analyze the long-term strength characteristics. The results show that: (1) Creep curves exhibit a step-like increase with deviatoric stress, progressing through instantaneous, decaying, and stable stages. (2) The salt-frost heave coupling effect dominates creep behavior. At T > −5 ℃, salt expansion is significant, and higher salt content leads to greater creep deformation. At T ≤ −10 ℃, frost heave filling enhances stability, and higher salt content results in smaller creep deformation. (3) Overall, under low-temperature creep conditions, the long-term strength values of specimens with different salt contents increase as temperature decreases. Except at T = −1 ℃, where the long-term strength shows a slight decreasing trend with increasing salt content, the long-term strength exhibits a piecewise increasing trend with 2% salt content as the boundary under other salt content conditions. Specifically: At T = −5 ℃, the strength decreases first and then increases, reaching a minimum at 2% salt content. At T = −10 ℃, it shows a slow initial increase followed by a faster rate of increase. At T = −15 ℃, it initially increases and then tends to stabilize. Furthermore, the strength of the saline soil is higher than that of the non-saline soil. This study can provide a reference for engineering construction in sulfate saline soil areas.
To reveal the long-term strength evolution of sulfate saline soil under low-temperature creep, a series of low-temperature triaxial creep tests were conducted on sulfate saline soil from Hongsibu, Ningxia, using a KTL-LDF-5 triaxial apparatus (temperature T = −1 ～ −15 ℃, salt content S = 0～5%, confining pressure 100 kPa). The steady-state creep rate method was used to analyze the long-term strength characteristics. The results show that: (1) Creep curves exhibit a step-like increase with deviatoric stress, progressing through instantaneous, decaying, and stable stages. (2) The salt-frost heave coupling effect dominates creep behavior. At T > −5 ℃, salt expansion is significant, and higher salt content leads to greater creep deformation. At T ≤ −10 ℃, frost heave filling enhances stability, and higher salt content results in smaller creep deformation. (3) Overall, under low-temperature creep conditions, the long-term strength values of specimens with different salt contents increase as temperature decreases. Except at T = −1 ℃, where the long-term strength shows a slight decreasing trend with increasing salt content, the long-term strength exhibits a piecewise increasing trend with 2% salt content as the boundary under other salt content conditions. Specifically: At T = −5 ℃, the strength decreases first and then increases, reaching a minimum at 2% salt content. At T = −10 ℃, it shows a slow initial increase followed by a faster rate of increase. At T = −15 ℃, it initially increases and then tends to stabilize. Furthermore, the strength of the saline soil is higher than that of the non-saline soil. This study can provide a reference for engineering construction in sulfate saline soil areas.
2026, 40(3): 452-458.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0090
Abstract:
Clarifying the evolution of electrical properties of silty clay under the influence of moisture and salinity is essential for expanding the field application of geotechnical investigation technologies in cohesive soil areas of northern China and improving the accuracy of integrated geophysical exploration methods. Aiming at the demand for electrical characterization in silty clay regions, this study systematically investigates the effects of water-salt interaction on the resistivity characteristics of silty clay. Laboratory tests were conducted on silty clay samples collected from Linfen, Shanxi Province, using a digital bridge instrument over a frequency range of 100～10000 Hz. Water content was controlled between 8% and 18%, and salt content ranged from 0% to 6%. The results show that the soil resistivity decreases exponentially with increasing water content, with an inflection point near the plastic limit. As salt content increases, resistivity first decreases rapidly and then tends to stabilize. Resistivity decreases with increasing frequency, and its sensitivity to salinity is more pronounced under low water content conditions. The observed trends were interpreted based on a solid-liquid-gas three-phase conductive path model and the diffuse double layer structure of clay. The findings provide a theoretical basis for electrical prospecting and electrical parameter identification in silty clay regions, which is of significance for enhancing the precision of resistivity-based geophysical methods.
Clarifying the evolution of electrical properties of silty clay under the influence of moisture and salinity is essential for expanding the field application of geotechnical investigation technologies in cohesive soil areas of northern China and improving the accuracy of integrated geophysical exploration methods. Aiming at the demand for electrical characterization in silty clay regions, this study systematically investigates the effects of water-salt interaction on the resistivity characteristics of silty clay. Laboratory tests were conducted on silty clay samples collected from Linfen, Shanxi Province, using a digital bridge instrument over a frequency range of 100～10000 Hz. Water content was controlled between 8% and 18%, and salt content ranged from 0% to 6%. The results show that the soil resistivity decreases exponentially with increasing water content, with an inflection point near the plastic limit. As salt content increases, resistivity first decreases rapidly and then tends to stabilize. Resistivity decreases with increasing frequency, and its sensitivity to salinity is more pronounced under low water content conditions. The observed trends were interpreted based on a solid-liquid-gas three-phase conductive path model and the diffuse double layer structure of clay. The findings provide a theoretical basis for electrical prospecting and electrical parameter identification in silty clay regions, which is of significance for enhancing the precision of resistivity-based geophysical methods.
2026, 40(3): 459-467.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0592
Abstract:
The deterioration of rock mass performance under aqueous erosion will lead to a series of engineering safety problems. To further explore the pore structure characteristics and permeability changes of tuff samples subjected to solution erosion, nuclear magnetic resonance (NMR) was used to study the pore structure characteristics of tuff samples subjected to solution erosion. Triaxial compression and penetration tests were carried out on specimens under different confining pressures with triaxial test device. The effects of pH value and velocity of solution on the porosity, the proportion of pore size, the fractal dimension of pore size and permeability were analyzed. The results show that: (1) the pore ratio of tuff specimens is mainly small and medium pores. The increase of solution flow rate increases the porosity of tuff specimens, and the diameter and number of internal pores increase, and the increase rate is acidic solution>alkaline solution>neutral solution. (2) The structure complexity of medium and large pores in tuff specimens is higher than that of micro and small pores. The fractal dimension of pores of each aperture increases under solution scouring, and the increase of micro and small pores is higher than that of medium and large pores. (3) The increase of acid, alkaline solution and solution flow rate will cause erosion of tuff, increase the permeability of the specimen, and the existence of confining pressure will reduce the connectivity of the internal pores of the specimen, thus reducing the porosity of the tuff specimen. The research results can provide reference for quantitative evaluation of the properties of tuff under solution erosion.
The deterioration of rock mass performance under aqueous erosion will lead to a series of engineering safety problems. To further explore the pore structure characteristics and permeability changes of tuff samples subjected to solution erosion, nuclear magnetic resonance (NMR) was used to study the pore structure characteristics of tuff samples subjected to solution erosion. Triaxial compression and penetration tests were carried out on specimens under different confining pressures with triaxial test device. The effects of pH value and velocity of solution on the porosity, the proportion of pore size, the fractal dimension of pore size and permeability were analyzed. The results show that: (1) the pore ratio of tuff specimens is mainly small and medium pores. The increase of solution flow rate increases the porosity of tuff specimens, and the diameter and number of internal pores increase, and the increase rate is acidic solution>alkaline solution>neutral solution. (2) The structure complexity of medium and large pores in tuff specimens is higher than that of micro and small pores. The fractal dimension of pores of each aperture increases under solution scouring, and the increase of micro and small pores is higher than that of medium and large pores. (3) The increase of acid, alkaline solution and solution flow rate will cause erosion of tuff, increase the permeability of the specimen, and the existence of confining pressure will reduce the connectivity of the internal pores of the specimen, thus reducing the porosity of the tuff specimen. The research results can provide reference for quantitative evaluation of the properties of tuff under solution erosion.
2026, 40(3): 468-474.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0265
Abstract:
Waste tyre grid reinforced coarse granular material can effectively increase the interface bearing capacity, improve durability, avoid construction damage, and has important engineering application value for reinforced roadbed. However, there is a lack of in-depth study on the shear characteristics of waste tyre grid reinforced soil. Therefore, in order to reveal the triaxial shear characteristics of waste tyre grid reinforced weathered sand and determine the parameters of shear strength, taking into account the changes of different confining pressure and different reinforcement rate, a large triaxial indoor test was carried out. The results show that the shear damage pattern of the specimen has a strong correlation with the reinforcement rate and the confining pressure. Compared with the damage pattern of pure sand, the waste tyre reinforced soil did not have a penetrating shear surface, and the middle part of the specimen showed a bulging break. The bulging deformation of the specimen was reduced with the increase of the reinforcement rate and the confining pressure. At the same time, unlike the strain softening characteristics of pure sand, the reinforced specimens showed a strain hardening phenomenon. With or without reinforcement, they showed shear expansion characteristics, and the greater the confining pressure, the more obvious the volume expansion, but the effect of the reinforcement rate is very small. The peak strength and equivalent internal friction angle of the waste tyre grid reinforced soil increased the most with the increase of the reinforcement rate, while the increase of the internal friction angle and shear expansion angle was small.
Waste tyre grid reinforced coarse granular material can effectively increase the interface bearing capacity, improve durability, avoid construction damage, and has important engineering application value for reinforced roadbed. However, there is a lack of in-depth study on the shear characteristics of waste tyre grid reinforced soil. Therefore, in order to reveal the triaxial shear characteristics of waste tyre grid reinforced weathered sand and determine the parameters of shear strength, taking into account the changes of different confining pressure and different reinforcement rate, a large triaxial indoor test was carried out. The results show that the shear damage pattern of the specimen has a strong correlation with the reinforcement rate and the confining pressure. Compared with the damage pattern of pure sand, the waste tyre reinforced soil did not have a penetrating shear surface, and the middle part of the specimen showed a bulging break. The bulging deformation of the specimen was reduced with the increase of the reinforcement rate and the confining pressure. At the same time, unlike the strain softening characteristics of pure sand, the reinforced specimens showed a strain hardening phenomenon. With or without reinforcement, they showed shear expansion characteristics, and the greater the confining pressure, the more obvious the volume expansion, but the effect of the reinforcement rate is very small. The peak strength and equivalent internal friction angle of the waste tyre grid reinforced soil increased the most with the increase of the reinforcement rate, while the increase of the internal friction angle and shear expansion angle was small.
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。
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): 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。
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。
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。
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:
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ISSN：1007-2993
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