2025, 39(4): 475-486.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0436
Abstract:
The red bed is a red sedimentary rock composed of sandstone, conglomerate, shale and argillaceous rocks, which is widely distributed in the southeastern, southwestern, and northwestern China. Due to its characteristics of poor stress, easy weathering, poor water rationality and easy disintegration, its road performance is poor, which seriously threatens the long-term stability of founda tion engineering in red bed area. The water physical and mechanical properties of red beds are summarized through literature research. The water physical properties of red beds are introduced from the aspects of water swelling, disintegration, softening and permeability. The static characteristics of red beds are summarized through strength and deformation analysis. The research progress of red bed dy namics is summarized from the aspects of dynamic parameters, dynamic strength and cumulative deformation, and the development trend is prospected.
The red bed is a red sedimentary rock composed of sandstone, conglomerate, shale and argillaceous rocks, which is widely distributed in the southeastern, southwestern, and northwestern China. Due to its characteristics of poor stress, easy weathering, poor water rationality and easy disintegration, its road performance is poor, which seriously threatens the long-term stability of founda tion engineering in red bed area. The water physical and mechanical properties of red beds are summarized through literature research. The water physical properties of red beds are introduced from the aspects of water swelling, disintegration, softening and permeability. The static characteristics of red beds are summarized through strength and deformation analysis. The research progress of red bed dy namics is summarized from the aspects of dynamic parameters, dynamic strength and cumulative deformation, and the development trend is prospected.
2025, 39(4): 487-496.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0414
Abstract:
The current research on the impact of slip and dilatancy along fissure surfaces in discontinuously fractured rock masses on rock damage and failure is insufficient. This study improves the macroscopic damage model of rock masses in two aspects by employing fracture and damage mechanics. Initially, we considered that during slip under uniaxial compression, the irregular rough asperities on the fissure surface cause frictional energy loss. Secondly, based on the Bardon dilatancy model, we took into account the fact that closed sliding fissures generate certain normal dilatancy displacement, resulting in the loss of strain energy. Furthermore, using the Mohr-Coulomb rock micro-element strength criterion and assuming that the micro-element strength follows a Weibull distribution, a meso-damage model for the rock mass was constructed. Finally, based on Lemaitre's strain equivalence hypothesis, a macro-meso coupled damage model was developed, considering fissure slip and dilatancy. Comparison with experimental data shows that this model can show the uniaxial compression mechanical behavior of rock masses well. The analysis of parameter sensitivity of such parameters as the inclination, length, internal friction angle, and dilatancy angle of rock fissures demonstrates that considering slip and dilatancy along fissure surfaces is crucial for studying the uniaxial compression mechanical properties of rock masses. This research provides a reference for accurately explaining the physical and mechanical behavior of fissure surfaces in fractured rock masses under uniaxial compression.
The current research on the impact of slip and dilatancy along fissure surfaces in discontinuously fractured rock masses on rock damage and failure is insufficient. This study improves the macroscopic damage model of rock masses in two aspects by employing fracture and damage mechanics. Initially, we considered that during slip under uniaxial compression, the irregular rough asperities on the fissure surface cause frictional energy loss. Secondly, based on the Bardon dilatancy model, we took into account the fact that closed sliding fissures generate certain normal dilatancy displacement, resulting in the loss of strain energy. Furthermore, using the Mohr-Coulomb rock micro-element strength criterion and assuming that the micro-element strength follows a Weibull distribution, a meso-damage model for the rock mass was constructed. Finally, based on Lemaitre's strain equivalence hypothesis, a macro-meso coupled damage model was developed, considering fissure slip and dilatancy. Comparison with experimental data shows that this model can show the uniaxial compression mechanical behavior of rock masses well. The analysis of parameter sensitivity of such parameters as the inclination, length, internal friction angle, and dilatancy angle of rock fissures demonstrates that considering slip and dilatancy along fissure surfaces is crucial for studying the uniaxial compression mechanical properties of rock masses. This research provides a reference for accurately explaining the physical and mechanical behavior of fissure surfaces in fractured rock masses under uniaxial compression.
2025, 39(4): 497-503.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0283
Abstract:
The selection of tunnel section shape directly affects the stability of its surrounding rock. Based on the complex variable function theory and the mixed penalty function method, a shape optimization criterion was proposed that the maximum average strain energy of the tunnel reached the minimum from the perspective of the relationship between the strain energy distribution of the tunnel and its failure characteristics. Combined with the engineering geological data of the deep hard rock tunnel from Hanjiang River to Weihe River, the effects of the radial strain energy calculation range and ground stress on the optimized tunnel section shape were investigated. The results show that: when using the shape optimization criteria developed to optimize the deep horseshoe tunnel, the radial strain energy calculation range should exceed 2.0 times the maximum tunnel radius. For tunnels with limited section width, the criterion significantly improved the uneven strain energy distribution, and the lateral pressure coefficient exhibited a stronger influence on the optimized section shape and overall distribution of surrounding rock average strain energy. When the width and height of the tunnel section are limited, this optimization criterion has limited effect on improving the uneven distribution of the surrounding rock strain energy of the tunnel, and the lateral pressure coefficient has little effect on the optimized section shape, but has a greater impact on the overall distribution of the surrounding rock average strain energy.
The selection of tunnel section shape directly affects the stability of its surrounding rock. Based on the complex variable function theory and the mixed penalty function method, a shape optimization criterion was proposed that the maximum average strain energy of the tunnel reached the minimum from the perspective of the relationship between the strain energy distribution of the tunnel and its failure characteristics. Combined with the engineering geological data of the deep hard rock tunnel from Hanjiang River to Weihe River, the effects of the radial strain energy calculation range and ground stress on the optimized tunnel section shape were investigated. The results show that: when using the shape optimization criteria developed to optimize the deep horseshoe tunnel, the radial strain energy calculation range should exceed 2.0 times the maximum tunnel radius. For tunnels with limited section width, the criterion significantly improved the uneven strain energy distribution, and the lateral pressure coefficient exhibited a stronger influence on the optimized section shape and overall distribution of surrounding rock average strain energy. When the width and height of the tunnel section are limited, this optimization criterion has limited effect on improving the uneven distribution of the surrounding rock strain energy of the tunnel, and the lateral pressure coefficient has little effect on the optimized section shape, but has a greater impact on the overall distribution of the surrounding rock average strain energy.
2025, 39(4): 504-510.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0214
Abstract:
The calculation of the settlement caused by pipe jacking has always been a critical aspect in the design of pipe jacking engineering. The commonly used Peck formula was summarized on the basis of a large number of circular pipe jacking, and there are some errors in the application of rectangular pipe jacking. The random medium theory, which is suitable for both circular and rectangular pipe jacked, only gives the integral formula without the final integral calculation result, which leads to the complex calculation process and is difficult to be applied in engineering design. This study improves the integrand function in the random medium theory, proposes a simpler approximation function, and derives the final integration result, which greatly simplifies the calculation process. The relative error between the calculated result of the improved method and the measured settlement value (except for some measuring points) is approximately 5%, which indicates that the improved method demonstrates reasonable accuracy. The improved method was used to analyze the influence of various factors on the surface settlement, which provides a reference for future engineering design.
The calculation of the settlement caused by pipe jacking has always been a critical aspect in the design of pipe jacking engineering. The commonly used Peck formula was summarized on the basis of a large number of circular pipe jacking, and there are some errors in the application of rectangular pipe jacking. The random medium theory, which is suitable for both circular and rectangular pipe jacked, only gives the integral formula without the final integral calculation result, which leads to the complex calculation process and is difficult to be applied in engineering design. This study improves the integrand function in the random medium theory, proposes a simpler approximation function, and derives the final integration result, which greatly simplifies the calculation process. The relative error between the calculated result of the improved method and the measured settlement value (except for some measuring points) is approximately 5%, which indicates that the improved method demonstrates reasonable accuracy. The improved method was used to analyze the influence of various factors on the surface settlement, which provides a reference for future engineering design.
2025, 39(4): 511-522.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0108
Abstract:
To study the mechanical performance of prefabricated reinforced concrete (RC) foundation of substation frame, the foundation-soil-structure interaction (FSSI) model, the foundation-structure interaction (FSI) model, foundation-soil model and foundation fixed model were established by ABAQUS software. Considering the adverse wind conditions under the bearing capacity limit state, the structural responses of each component in the four models were compared and analyzed, and the simulation analysis method of the prefabricated foundation was optimized. The results show that under the unfavorable wind conditions, the stress and deformation of each component of the prefabricated foundation and the herringbone frame in the FSSI model are in the elastic stage, which meets the design requirements. Under the four model conditions, when the influence of soil is not considered, the stress distribution of the prefabricated foundation is uneven and the value is small, the vertical displacement and deformation are almost zero, the stress of the main control nodes of the herringbone frame is large and the displacement is small. When the synergistic deformation of the whole structure is not considered, the stress of the prefabricated foundation concrete and the steel bar is small; considering the foundation-soil-structure interaction, the stress, displacement and deformation of the prefabricated foundation increase, and the along-wind displacement of the herringbone frame increases. This analysis method is more in line with the actual stress and is conducive to the safety design of the prefabricated foundation. If the arrangement of the herringbone frame is consistent and the simplified modeling method of applying equivalent load is used to design the foundation, the reinforcement amount of the prefabricated three-column foundation and the double-column foundation should be increased by about 60% and 27%, respectively.
To study the mechanical performance of prefabricated reinforced concrete (RC) foundation of substation frame, the foundation-soil-structure interaction (FSSI) model, the foundation-structure interaction (FSI) model, foundation-soil model and foundation fixed model were established by ABAQUS software. Considering the adverse wind conditions under the bearing capacity limit state, the structural responses of each component in the four models were compared and analyzed, and the simulation analysis method of the prefabricated foundation was optimized. The results show that under the unfavorable wind conditions, the stress and deformation of each component of the prefabricated foundation and the herringbone frame in the FSSI model are in the elastic stage, which meets the design requirements. Under the four model conditions, when the influence of soil is not considered, the stress distribution of the prefabricated foundation is uneven and the value is small, the vertical displacement and deformation are almost zero, the stress of the main control nodes of the herringbone frame is large and the displacement is small. When the synergistic deformation of the whole structure is not considered, the stress of the prefabricated foundation concrete and the steel bar is small; considering the foundation-soil-structure interaction, the stress, displacement and deformation of the prefabricated foundation increase, and the along-wind displacement of the herringbone frame increases. This analysis method is more in line with the actual stress and is conducive to the safety design of the prefabricated foundation. If the arrangement of the herringbone frame is consistent and the simplified modeling method of applying equivalent load is used to design the foundation, the reinforcement amount of the prefabricated three-column foundation and the double-column foundation should be increased by about 60% and 27%, respectively.
2025, 39(4): 523-529.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0124
Abstract:
Compared with traditional methods, O-cell test has unique advantages for some special sites, especially in the offshore pile foundation testing. To study the load transfer characteristics of the O-cell method for testing piles in coastal soft soil foundation, and analyze the influence of pile parameters on the conversion coefficient, this paper established the pile-soil numerical model to simulate the O-cell and traditional pile testing processes. The finite element method and equal displacement method were combined to calculate the conversion coefficient and ultimate bearing capacity, and the influence of pile parameters on the conversion coefficient was discussed. The research results indicate that the error between the equivalent conversion ultimate bearing capacity calculated by introducing the equal displacement method into the O-cell pile-soil model and the calculation results of the surcharge method is within 0.5%, and the O-cell conversion coefficient can be accurately calculated. The increase of the length and diameter of the pipe pile will significantly improve the bearing capacity of the pile foundation, and the pile parameters have a significant impact on the O-cell conversion coefficient and the ultimate bearing capacity of the pile foundation.
Compared with traditional methods, O-cell test has unique advantages for some special sites, especially in the offshore pile foundation testing. To study the load transfer characteristics of the O-cell method for testing piles in coastal soft soil foundation, and analyze the influence of pile parameters on the conversion coefficient, this paper established the pile-soil numerical model to simulate the O-cell and traditional pile testing processes. The finite element method and equal displacement method were combined to calculate the conversion coefficient and ultimate bearing capacity, and the influence of pile parameters on the conversion coefficient was discussed. The research results indicate that the error between the equivalent conversion ultimate bearing capacity calculated by introducing the equal displacement method into the O-cell pile-soil model and the calculation results of the surcharge method is within 0.5%, and the O-cell conversion coefficient can be accurately calculated. The increase of the length and diameter of the pipe pile will significantly improve the bearing capacity of the pile foundation, and the pile parameters have a significant impact on the O-cell conversion coefficient and the ultimate bearing capacity of the pile foundation.
2025, 39(4): 530-536.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0273
Abstract:
According to the long-term observation data of groundwater in the Tianjin area, the current situation and dynamic change law of groundwater level in the Tianjin area were systematically analyzed. The maximum groundwater level in the central urban area of Tianjin was predicted by using the GM (1,1) grey prediction model, and the variation of the maximum water level elevation in the Tianjin area and the recommended anti-floating level were given. The determination method of anti-floating water level in mountainous and hilly areas, accumulation plain areas, coastal intertidal zones, and special areas in northern Tianjin was quantitatively analyzed, and the regional empirical value of anti-floating water level was given. The results show that: (1) the maximum groundwater level elevation in Tianjin in 2023 is 1.0~7.0 m, and the buried depth is 1.0~3.0 m, which is consistent with the distribution range and trend of the maximum groundwater level from 2019 to 2023. (2) The variation trend of the predicted water level in the central urban area is consistent with the original observation water level, and most areas show a downward trend. The anti-floating water level elevation is generally 1.8~3.6 m, which is generally high in the northwest and southeast, and low in the northeast and southwest. (3) For areas with low elevation without data such as the surrounding area of Tianjin city, the anti-floating water level can be taken as 0.50 m below the designed outdoor floor elevation. For areas with low-lying terrain, high ground filling, and low ground excavation, the anti-floating water level should be taken as the designed outdoor floor elevation.
According to the long-term observation data of groundwater in the Tianjin area, the current situation and dynamic change law of groundwater level in the Tianjin area were systematically analyzed. The maximum groundwater level in the central urban area of Tianjin was predicted by using the GM (1,1) grey prediction model, and the variation of the maximum water level elevation in the Tianjin area and the recommended anti-floating level were given. The determination method of anti-floating water level in mountainous and hilly areas, accumulation plain areas, coastal intertidal zones, and special areas in northern Tianjin was quantitatively analyzed, and the regional empirical value of anti-floating water level was given. The results show that: (1) the maximum groundwater level elevation in Tianjin in 2023 is 1.0~7.0 m, and the buried depth is 1.0~3.0 m, which is consistent with the distribution range and trend of the maximum groundwater level from 2019 to 2023. (2) The variation trend of the predicted water level in the central urban area is consistent with the original observation water level, and most areas show a downward trend. The anti-floating water level elevation is generally 1.8~3.6 m, which is generally high in the northwest and southeast, and low in the northeast and southwest. (3) For areas with low elevation without data such as the surrounding area of Tianjin city, the anti-floating water level can be taken as 0.50 m below the designed outdoor floor elevation. For areas with low-lying terrain, high ground filling, and low ground excavation, the anti-floating water level should be taken as the designed outdoor floor elevation.
2025, 39(4): 537-542.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0203
Abstract:
The remediation of informal construction-waste landfills is currently one of the important research topics for environmental restoration. Field investigations, surveying, drilling, and laboratory experiments were conducted in Xi’an Qingcaigou construction landfills, and the geological environment along with the morphology and deformation characteristics of the landfills were analyzed. FLAC 3D was used to analyze the stability of the slope under different conditions. The environmental risk of construction waste was also studied. A capillary barrier layer scheme for constructing landfills using recycled aggregates and waste soil from construction waste has been proposed, providing a scientific basis for environmental restoration and management of informal construction waste landfills.
The remediation of informal construction-waste landfills is currently one of the important research topics for environmental restoration. Field investigations, surveying, drilling, and laboratory experiments were conducted in Xi’an Qingcaigou construction landfills, and the geological environment along with the morphology and deformation characteristics of the landfills were analyzed. FLAC 3D was used to analyze the stability of the slope under different conditions. The environmental risk of construction waste was also studied. A capillary barrier layer scheme for constructing landfills using recycled aggregates and waste soil from construction waste has been proposed, providing a scientific basis for environmental restoration and management of informal construction waste landfills.
2025, 39(4): 543-549.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0192
Abstract:
Based on a large-scale high-fill temporary storage yard project on a complex soft soil foundation in a coastal area, the consolidation and deformation characteristics of soft soil foundation under high-fill load were studied by conducting in-situ monitoring and finite element analysis of pore water pressure and deformation of soft soil foundation under the condition of adding drainage plates. The results indicate that during the high-filling process, the overall stability and deformation of the site meet the design control requirements; under the action of large-area high-fill pile load, the vertical and lateral deformations of the foundation soil are mainly concentrated within a depth range of 6.0 meters below the surface; the drainage plate has a significant dissipation effect on the excess pore water pressure, which can effectively reduce the lateral soil pressure and deformation of the foundation, thereby reducing the disturbance effect on the surrounding environment. Compared with the predicted results of theoretical calculation models, the measured deformation of foundation soil is only more significant within a certain depth range. The research results can provide a reference for similar projects.
Based on a large-scale high-fill temporary storage yard project on a complex soft soil foundation in a coastal area, the consolidation and deformation characteristics of soft soil foundation under high-fill load were studied by conducting in-situ monitoring and finite element analysis of pore water pressure and deformation of soft soil foundation under the condition of adding drainage plates. The results indicate that during the high-filling process, the overall stability and deformation of the site meet the design control requirements; under the action of large-area high-fill pile load, the vertical and lateral deformations of the foundation soil are mainly concentrated within a depth range of 6.0 meters below the surface; the drainage plate has a significant dissipation effect on the excess pore water pressure, which can effectively reduce the lateral soil pressure and deformation of the foundation, thereby reducing the disturbance effect on the surrounding environment. Compared with the predicted results of theoretical calculation models, the measured deformation of foundation soil is only more significant within a certain depth range. The research results can provide a reference for similar projects.
2025, 39(4): 550-557.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0036
Abstract:
To clarify the characteristics of uneven settlement and deformation of rockfill ventilated roadbed in plateau freeze-thaw areas, relying on the new highway project of G219 in the Karakorum Mountain area of Xinjiang, the temperature change and settlement deformation of rockfill ventilated roadbed were monitored in real-time by temperature sensors and settlement monitoring. The results show that the rockfill ventilated roadbed hinders the heat transfer from the inside of the road, and with the increase of the filling height, there is an obvious temperature lag at the base of the ventilation roadbed, which reduces the overall settlement deformation of the roadbed and slows down the sunny-shady slope effect.
To clarify the characteristics of uneven settlement and deformation of rockfill ventilated roadbed in plateau freeze-thaw areas, relying on the new highway project of G219 in the Karakorum Mountain area of Xinjiang, the temperature change and settlement deformation of rockfill ventilated roadbed were monitored in real-time by temperature sensors and settlement monitoring. The results show that the rockfill ventilated roadbed hinders the heat transfer from the inside of the road, and with the increase of the filling height, there is an obvious temperature lag at the base of the ventilation roadbed, which reduces the overall settlement deformation of the roadbed and slows down the sunny-shady slope effect.
2025, 39(4): 558-566.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0162
Abstract:
The Fengshushan landslide is a traction landslide caused by a cutting slope of engineering construction. Through geological survey, drilling, well exploration, soil test, and comprehensive analysis, the development process of landslide, the basic characteristics of landslide, and the geotechnical characteristics of fault zone were found out, and the stability and deformation trend of landslide were systematically analyzed. Comprehensive treatment measures such as cutting slope and reducing load, setting up the anti-slide pile and anchor cable (anchor rod) frame beam combined support structure, drainage system improvement, and slope greening were put forward. The results show that the geological conditions in the study area are complex, faults are developed and groundwater is abundant in the tectonic belt. The mechanical properties of the silty clay formed from the weathering of the fault structural rock are weak, which are the important conditions for the formation of landslides. Excavation of slope feet and continuous heavy rainfall are the main inducement of landslides. The research results provide a reference for urban geological surveys and similar landslide engineering prevention.
The Fengshushan landslide is a traction landslide caused by a cutting slope of engineering construction. Through geological survey, drilling, well exploration, soil test, and comprehensive analysis, the development process of landslide, the basic characteristics of landslide, and the geotechnical characteristics of fault zone were found out, and the stability and deformation trend of landslide were systematically analyzed. Comprehensive treatment measures such as cutting slope and reducing load, setting up the anti-slide pile and anchor cable (anchor rod) frame beam combined support structure, drainage system improvement, and slope greening were put forward. The results show that the geological conditions in the study area are complex, faults are developed and groundwater is abundant in the tectonic belt. The mechanical properties of the silty clay formed from the weathering of the fault structural rock are weak, which are the important conditions for the formation of landslides. Excavation of slope feet and continuous heavy rainfall are the main inducement of landslides. The research results provide a reference for urban geological surveys and similar landslide engineering prevention.
2025, 39(4): 567-575.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0317
Abstract:
Based on the theory of permeable lining, the design steps of permeable lining were determined, and the calculation formula for solving different crack widths of pressure tunnel lining concrete was given. The reinforcement scheme was obtained by combining with the actual project using the crack width calculation formula in the Chinese and U.S. codes. The results show that: (1) the reinforcing area obtained through the Chinese code is larger than the American code, and the stress of the reinforcement is smaller. (2) The major influencing factors affecting the width of concrete cracks are internal water pressure, reinforcement area, permeability coefficient and the thickness of the lining, which can be adjusted to control the cracking of the concrete by these different influencing factors.
Based on the theory of permeable lining, the design steps of permeable lining were determined, and the calculation formula for solving different crack widths of pressure tunnel lining concrete was given. The reinforcement scheme was obtained by combining with the actual project using the crack width calculation formula in the Chinese and U.S. codes. The results show that: (1) the reinforcing area obtained through the Chinese code is larger than the American code, and the stress of the reinforcement is smaller. (2) The major influencing factors affecting the width of concrete cracks are internal water pressure, reinforcement area, permeability coefficient and the thickness of the lining, which can be adjusted to control the cracking of the concrete by these different influencing factors.
2025, 39(4): 576-582.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0256
Abstract:
Affected by the complex site conditions and the limitations of geophysical prospecting methods, the applicable detection methods for the length of residual foundation piles are limited within the influence range of shield tunnels or pipe-jacking pipelines in urban areas. Practice and research have proved that for concrete piles (reinforcement), the borehole magnetic gradient method combined with the low-strain elastic wave method is effective; For steel pipe piles or steel sheet piles, the effect of the borehole magnetic gradient method is good. The borehole magnetic gradient method has the characteristics of high precision, fast speed, and strong environmental adaptability. It is easy to damage the underground pipeline by using the conventional drilling method. The drilling technology using a new type of plastic drill bit is proposed, which can better solve the problem of difficult hole formation in the dense area of underground pipeline, and provide references for detecting the pile length of foundation pile by this method.
Affected by the complex site conditions and the limitations of geophysical prospecting methods, the applicable detection methods for the length of residual foundation piles are limited within the influence range of shield tunnels or pipe-jacking pipelines in urban areas. Practice and research have proved that for concrete piles (reinforcement), the borehole magnetic gradient method combined with the low-strain elastic wave method is effective; For steel pipe piles or steel sheet piles, the effect of the borehole magnetic gradient method is good. The borehole magnetic gradient method has the characteristics of high precision, fast speed, and strong environmental adaptability. It is easy to damage the underground pipeline by using the conventional drilling method. The drilling technology using a new type of plastic drill bit is proposed, which can better solve the problem of difficult hole formation in the dense area of underground pipeline, and provide references for detecting the pile length of foundation pile by this method.
2025, 39(4): 583-591.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0349
Abstract:
In the coastal area, the excavation of shallow water diversion tunnels in the overlying water-saturated sand layer of strongly weathered rock strata is prone to accidents such as water and sand gushing and surface collapse. To ensure the safe and rapid construction of the tunnel, the optimal method of tunnel excavation and surrounding rock deformation control was provided in the strongly weathered granite stratum of a shallow water diversion tunnel Ⅵ surrounding rock section. Numerical simulation and on-site monitoring methods were used in this project. The results show that: the full section method is less effective in controlling the deformation around the surrounding rock, the CD method is the most effective, and the upper and lower step method and the reserved core soil method are equally effective. Considering that the upper and lower step method has fewer excavation surfaces, lower cost, and shorter construction period, it is taken as the excavation method of this project. Pipe shed and advanced small pipe grouting have the most obvious effect on reducing the settlement of the tunnel vault, and curtain grouting can significantly reduce the deformation of the surrounding rock. Surface curtain grouting supplemented by large pipe shed and advanced small pipe grouting and other combination measures can ensure the safe and rapid construction by using the up-and-down step method for the construction of class Ⅵ surrounding rock section of the shallow water diversion tunnel.
In the coastal area, the excavation of shallow water diversion tunnels in the overlying water-saturated sand layer of strongly weathered rock strata is prone to accidents such as water and sand gushing and surface collapse. To ensure the safe and rapid construction of the tunnel, the optimal method of tunnel excavation and surrounding rock deformation control was provided in the strongly weathered granite stratum of a shallow water diversion tunnel Ⅵ surrounding rock section. Numerical simulation and on-site monitoring methods were used in this project. The results show that: the full section method is less effective in controlling the deformation around the surrounding rock, the CD method is the most effective, and the upper and lower step method and the reserved core soil method are equally effective. Considering that the upper and lower step method has fewer excavation surfaces, lower cost, and shorter construction period, it is taken as the excavation method of this project. Pipe shed and advanced small pipe grouting have the most obvious effect on reducing the settlement of the tunnel vault, and curtain grouting can significantly reduce the deformation of the surrounding rock. Surface curtain grouting supplemented by large pipe shed and advanced small pipe grouting and other combination measures can ensure the safe and rapid construction by using the up-and-down step method for the construction of class Ⅵ surrounding rock section of the shallow water diversion tunnel.
2025, 39(4): 592-598.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0018
Abstract:
Comprehensive geophysical exploration was conducted on ground fissures in Gaoliying, Shunyi District, Beijing using high-density electrical method and surface wave method. Combined with trenching construction, the development characteristics and causes of the ground fissures were analyzed comprehensively. The research results show that there are anomalies in resistivity and shear wave velocity within 20 meters underground in the area, indicating the presence of ground fissures. After trench exploration verification, it was revealed that the F1 and F2 faults are located on the northwest side of the Gaoliying fault zone, about 4 km away from the main fault zone, consistent with the characteristics of the Gaoliying section of the Huangzhuang-Gaoliying fault. It is inferred that the ground fissures are the latest activity of the Huangzhuang-Gaoliying fault and are a composite type of ground fissures caused by structural and ground subsidence factors.
Comprehensive geophysical exploration was conducted on ground fissures in Gaoliying, Shunyi District, Beijing using high-density electrical method and surface wave method. Combined with trenching construction, the development characteristics and causes of the ground fissures were analyzed comprehensively. The research results show that there are anomalies in resistivity and shear wave velocity within 20 meters underground in the area, indicating the presence of ground fissures. After trench exploration verification, it was revealed that the F1 and F2 faults are located on the northwest side of the Gaoliying fault zone, about 4 km away from the main fault zone, consistent with the characteristics of the Gaoliying section of the Huangzhuang-Gaoliying fault. It is inferred that the ground fissures are the latest activity of the Huangzhuang-Gaoliying fault and are a composite type of ground fissures caused by structural and ground subsidence factors.
2025, 39(4): 599-604.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0152
Abstract:
To analyze the soil squeezing effect during the large-scale construction process of PST pipe piles, the multifunctional high-precision pore pressure static penetration test (CPTU) technology was used to test the side wall friction resistance, excess pore water pressure, and dissipation process of the soft soil layer before, during, and after the construction of PST piles. The test results show that in the same layer of silt, the horizontal consolidation coefficient decreases continuously with depth, and the squeezing effect itself also intensifies the decrease in the consolidation coefficient of soft soil. When the pipe piles are longer, the time required to alleviate the squeezing effect is longer; The influence of pile group construction organization on the control of the soil compaction effect is significant, and the pore water pressure increment caused by construction away from the measuring point is only 29% of that caused by construction towards the measuring point; After the construction of PST piles, the strength of the soft soil on the site was reduced by disturbance, with a reduction of up to 40%. After about 120 days, the soil strength of the soft soil layer can recover to the level before construction. For shallow soft soil adjacent to the upper permeable layer, dynamic consolidation occurs after pile driving, and the long-term strength has improved compared to before construction.
To analyze the soil squeezing effect during the large-scale construction process of PST pipe piles, the multifunctional high-precision pore pressure static penetration test (CPTU) technology was used to test the side wall friction resistance, excess pore water pressure, and dissipation process of the soft soil layer before, during, and after the construction of PST piles. The test results show that in the same layer of silt, the horizontal consolidation coefficient decreases continuously with depth, and the squeezing effect itself also intensifies the decrease in the consolidation coefficient of soft soil. When the pipe piles are longer, the time required to alleviate the squeezing effect is longer; The influence of pile group construction organization on the control of the soil compaction effect is significant, and the pore water pressure increment caused by construction away from the measuring point is only 29% of that caused by construction towards the measuring point; After the construction of PST piles, the strength of the soft soil on the site was reduced by disturbance, with a reduction of up to 40%. After about 120 days, the soil strength of the soft soil layer can recover to the level before construction. For shallow soft soil adjacent to the upper permeable layer, dynamic consolidation occurs after pile driving, and the long-term strength has improved compared to before construction.
2025, 39(4): 605-610.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0263
Abstract:
Most of the high water content subsoil dewatering treatment use methods such as adding flocculants to improve the dewatering performance, and the soil samples cannot be utilized after alkaline agent treatment. For this reason, a physical method of treating high water content subsoil was proposed using polymer water-absorbent resin SAP, and through the indoor water absorption test and mercury intrusion test, the mechanism of dewatering and deformation of high water content subsoil under the action of water-absorbent agent was studied, and the results show that: the water content of subsoil obtained by water-absorbing with polymer water-absorbent resin SAP reached the lowest under the overlaying pressure of 3 kPa. After water absorption, the pore volume and size of the subsoil reduced, and the pore structure became more complex and irregular. Under the action of polymer water-absorbing resin SAP, the free water in the mud was absorbed through the internal permeable channels, the particles were rearranged under the action of self-weight, the permeable channels between the particles were gradually reduced, and the subsoil shrinks and deforms.
Most of the high water content subsoil dewatering treatment use methods such as adding flocculants to improve the dewatering performance, and the soil samples cannot be utilized after alkaline agent treatment. For this reason, a physical method of treating high water content subsoil was proposed using polymer water-absorbent resin SAP, and through the indoor water absorption test and mercury intrusion test, the mechanism of dewatering and deformation of high water content subsoil under the action of water-absorbent agent was studied, and the results show that: the water content of subsoil obtained by water-absorbing with polymer water-absorbent resin SAP reached the lowest under the overlaying pressure of 3 kPa. After water absorption, the pore volume and size of the subsoil reduced, and the pore structure became more complex and irregular. Under the action of polymer water-absorbing resin SAP, the free water in the mud was absorbed through the internal permeable channels, the particles were rearranged under the action of self-weight, the permeable channels between the particles were gradually reduced, and the subsoil shrinks and deforms.
2025, 39(4): 611-616.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0331
Abstract:
To study the reinforcement mechanism and effect of ecological fibers on sandy soil, jute fiber-reinforced sandy soil was taken as the research object. Through a combination of indoor direct shear tests and discrete element numerical simulations, the influence of different jute fiber contents on the shear performance of reinforced sandy soil was analyzed. The research results show that the addition of jute fiber to sand can effectively improve the shear strength of sand. The overall trend is that the cohesion and internal friction angle of sand first increase and then decrease with the increase of fiber content. When the fiber content is 0.4%, the increase in cohesion is the most significant, reaching 20.8 kPa. When the fiber content is 0.2%, the increase in internal friction angle is the largest, with a value of 14.69%. This study provides a reference for the application of ecological fibers in sandy soil filling projects.
To study the reinforcement mechanism and effect of ecological fibers on sandy soil, jute fiber-reinforced sandy soil was taken as the research object. Through a combination of indoor direct shear tests and discrete element numerical simulations, the influence of different jute fiber contents on the shear performance of reinforced sandy soil was analyzed. The research results show that the addition of jute fiber to sand can effectively improve the shear strength of sand. The overall trend is that the cohesion and internal friction angle of sand first increase and then decrease with the increase of fiber content. When the fiber content is 0.4%, the increase in cohesion is the most significant, reaching 20.8 kPa. When the fiber content is 0.2%, the increase in internal friction angle is the largest, with a value of 14.69%. This study provides a reference for the application of ecological fibers in sandy soil filling projects.
2025, 39(4): 617-623.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0127
Abstract:
The helical pile has advantages such as simple structure, convenient construction, and environmental friendliness, and is gradually being applied to the foundation of transmission line towers. Field tests on compressive bearing capacity of helical pile in silty clay foundation were carried out, and the applicability of different determination methods for ultimate bearing capacity was discussed. A three-dimensional model of the helical pile and soil was established using the finite element software ABAQUS. The axial force and lateral frictional resistance of the helical pile, and soil failure mode under vertical compression load were studied. The load sharing ratio of anchor rod and anchor plates under ultimate state was comparatively analyzed through code-based calculation and numerical simulation. The research results show that under vertical compression load, the load-displacement curve of the helical pile exhibits a typical linear-highly nonlinear-approximate linear trend. The lg P-s method and Reese & O’Neill method can be used to assist in determining the ultimate compressive bearing capacity. The upper region of anchor plate exhibits less lateral frictional resistance from the anchor rod, the vertical compression load is mainly resisted through the end resistance of the anchor plate and the lateral friction resistance of the anchor rod between anchor plates. Under ultimate load, soil displacement occurs through three anchor plates to form a relatively complete cylindrical slip surface. The maximum stress and plastic strain of soil under the bottom plate occur first, leading to shear failure. Under ultimate conditions, the load distribution among different parts of the helical pile is as follows: bottom plate > middle plate > top plate > anchor rod. The anchor plates collectively bear around 85% of the load.
The helical pile has advantages such as simple structure, convenient construction, and environmental friendliness, and is gradually being applied to the foundation of transmission line towers. Field tests on compressive bearing capacity of helical pile in silty clay foundation were carried out, and the applicability of different determination methods for ultimate bearing capacity was discussed. A three-dimensional model of the helical pile and soil was established using the finite element software ABAQUS. The axial force and lateral frictional resistance of the helical pile, and soil failure mode under vertical compression load were studied. The load sharing ratio of anchor rod and anchor plates under ultimate state was comparatively analyzed through code-based calculation and numerical simulation. The research results show that under vertical compression load, the load-displacement curve of the helical pile exhibits a typical linear-highly nonlinear-approximate linear trend. The lg P-s method and Reese & O’Neill method can be used to assist in determining the ultimate compressive bearing capacity. The upper region of anchor plate exhibits less lateral frictional resistance from the anchor rod, the vertical compression load is mainly resisted through the end resistance of the anchor plate and the lateral friction resistance of the anchor rod between anchor plates. Under ultimate load, soil displacement occurs through three anchor plates to form a relatively complete cylindrical slip surface. The maximum stress and plastic strain of soil under the bottom plate occur first, leading to shear failure. Under ultimate conditions, the load distribution among different parts of the helical pile is as follows: bottom plate > middle plate > top plate > anchor rod. The anchor plates collectively bear around 85% of the load.
2025, 39(4): 624-632.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0229
Abstract:
To verify the feasibility of railway embankment slope protection with bank-grade material by erosion test in Middle East region, a field simulated rainfall erosion test device was developed, and a field test method of simulated rainfall erosion on embankment slope was proposed. The reliability of the simulated rainfall device was ensured by quantifying the calibration test parameters. By clarifying the test guidelines, formulating the specific test procedure, and reasonably setting the test items, the erosion resistance of the embankment slope bank-grade material was quantitatively evaluated. By collecting the image data of slope in the process of erosion test, analyzing the development tendency of slope erosion, cross-proving the anti-erosion property of the bank-grade material was carried out to ensure the reliability of the test. Taking a project as an example, the test analysis show that Gatch material has low susceptibility of erosion properties as the embankment bank-grade material.
To verify the feasibility of railway embankment slope protection with bank-grade material by erosion test in Middle East region, a field simulated rainfall erosion test device was developed, and a field test method of simulated rainfall erosion on embankment slope was proposed. The reliability of the simulated rainfall device was ensured by quantifying the calibration test parameters. By clarifying the test guidelines, formulating the specific test procedure, and reasonably setting the test items, the erosion resistance of the embankment slope bank-grade material was quantitatively evaluated. By collecting the image data of slope in the process of erosion test, analyzing the development tendency of slope erosion, cross-proving the anti-erosion property of the bank-grade material was carried out to ensure the reliability of the test. Taking a project as an example, the test analysis show that Gatch material has low susceptibility of erosion properties as the embankment bank-grade material.
2017, 31(3): 153-159,163.
doi: 10.3969/j.issn.1007-2993.2017.03.010
摘要：
将边坡稳定性分析的方法分为确定性分析方法(以瑞典圆弧法、简化Bishop法等为代表的极限平衡法和以有限元法、有限差分法等为代表的数值分析方法)和非确定性方法(可靠度法、模糊综合判断法、灰色系统法、人工智能法等),详述了各分析方法的原理、优缺点以及适用性,并对其中一些方法进行了比较分析,提出了岩土边坡系统稳定性评价的发展方向。
将边坡稳定性分析的方法分为确定性分析方法(以瑞典圆弧法、简化Bishop法等为代表的极限平衡法和以有限元法、有限差分法等为代表的数值分析方法)和非确定性方法(可靠度法、模糊综合判断法、灰色系统法、人工智能法等),详述了各分析方法的原理、优缺点以及适用性,并对其中一些方法进行了比较分析,提出了岩土边坡系统稳定性评价的发展方向。
2020, 34(3): 143-149.
doi: 10.3969/j.issn.1007-2993.2020.03.005
摘要：
有限元软件数值模拟是现在从业人员分析敏感环境下基坑工程的重要手段，选择合适的本构模型是其关键。为了解工程中常用的三种土的本构模型适宜性，运用三维有限元软件Midas GTS NX模拟了某大型深基坑开挖过程，将采用不同本构模型的数值模拟结果与基坑监测结果进行对比，进而分析本构模型的适用性。可为本区类似工程进行有限元数值模拟分析时提供参考和借鉴。
有限元软件数值模拟是现在从业人员分析敏感环境下基坑工程的重要手段，选择合适的本构模型是其关键。为了解工程中常用的三种土的本构模型适宜性，运用三维有限元软件Midas GTS NX模拟了某大型深基坑开挖过程，将采用不同本构模型的数值模拟结果与基坑监测结果进行对比，进而分析本构模型的适用性。可为本区类似工程进行有限元数值模拟分析时提供参考和借鉴。
2016, 30(2): 85-88.
doi: 10.3969/j.issn.1007-2993.2016.02.007
摘要：
BIM技术具有三维可视化、碰撞检测、工程信息管理等众多特点,极大地提升了工程质量与效率,在建筑领域得到迅猛发展,然而在岩土工程中因为收费机制、软件功能限制、应用局限性等原因导致其发展的严重滞后。随着设计可视化、信息化发展进程,BIM也将在岩土中得到立足。对BIM在岩土中的应用现状进行了剖析,并对发展前景展望。以武汉亚洲医院基坑项目为依托,进行了BIM的完整实施,探讨了模型建立方式与施工应用方法,对今后BIM在岩土工程中的应用推广具有一定指导意义。
BIM技术具有三维可视化、碰撞检测、工程信息管理等众多特点,极大地提升了工程质量与效率,在建筑领域得到迅猛发展,然而在岩土工程中因为收费机制、软件功能限制、应用局限性等原因导致其发展的严重滞后。随着设计可视化、信息化发展进程,BIM也将在岩土中得到立足。对BIM在岩土中的应用现状进行了剖析,并对发展前景展望。以武汉亚洲医院基坑项目为依托,进行了BIM的完整实施,探讨了模型建立方式与施工应用方法,对今后BIM在岩土工程中的应用推广具有一定指导意义。
2016, 30(1): 6-11.
doi: 10.3969/j.issn.1007-2993.2016.01.002
摘要：
探讨了BIM在岩土工程勘察领域应用的可行性,根据多年的研究和工程实践,提出了BIM技术应用于岩土工程勘察领域的目标、实现途径和分阶段的解决方案。
探讨了BIM在岩土工程勘察领域应用的可行性,根据多年的研究和工程实践,提出了BIM技术应用于岩土工程勘察领域的目标、实现途径和分阶段的解决方案。
2016, 30(1): 12-19,38.
doi: 10.3969/j.issn.1007-2993.2016.01.003
摘要：
黄土丘陵沟壑区高填方工程的地形地貌和地质环境复杂,场地内常分布有大面积湿陷性黄土和淤积土,且具有土方量大、影响因素多、施工工期紧、沉降控制要求高等特点,建设过程面临着填方体的稳定、变形、排水、湿化变形控制及边坡防护等问题。以国内几处典型黄土高填方工程为例,介绍了通过场地综合地质条件评价、土方平衡优化、地下盲沟排水、原地基强夯加固处理、填筑体压(夯)实处理、填挖边坡防护处理、施工质量立体式监控、岩土工程全程监测等多种手段有效组合,解决黄土高填方工程问题的实践工作,相关经验可供类似工程借鉴。
黄土丘陵沟壑区高填方工程的地形地貌和地质环境复杂,场地内常分布有大面积湿陷性黄土和淤积土,且具有土方量大、影响因素多、施工工期紧、沉降控制要求高等特点,建设过程面临着填方体的稳定、变形、排水、湿化变形控制及边坡防护等问题。以国内几处典型黄土高填方工程为例,介绍了通过场地综合地质条件评价、土方平衡优化、地下盲沟排水、原地基强夯加固处理、填筑体压(夯)实处理、填挖边坡防护处理、施工质量立体式监控、岩土工程全程监测等多种手段有效组合,解决黄土高填方工程问题的实践工作,相关经验可供类似工程借鉴。
3D Laser Scanning Technology and BIM Technology in Ancient Building Protection Surveying and Mapping
2019, 33(4): 222-225.
doi: 10.3969/j.issn.1007-2993.2019.04.008
摘要：
结合北京市密云区古北口村文物建筑群工程实例介绍了三维激光扫描技术、BIM（建筑信息模型）在古建筑测绘中的应用。通过对比传统测绘方法，证明其在测绘及文物保护方面应用的优势。
结合北京市密云区古北口村文物建筑群工程实例介绍了三维激光扫描技术、BIM（建筑信息模型）在古建筑测绘中的应用。通过对比传统测绘方法，证明其在测绘及文物保护方面应用的优势。
2018, 32(4): 189-193,198.
doi: 10.3969/j.issn.1007-2993.2018.04.006
摘要：
上海市城市道路发生的地面塌陷主要原因为浅部砂层分布区域地下排水管线渗漏引发流砂,导致地下土体流失,地表硬壳层承载力下降。将有限元和离散元二者进行耦合,从管线渗漏位置和对邻近管线影响两个方面诱发地下空洞机理进行数值模拟研究。研究结果表明,管道表面顶部局部渗漏引起地表以下土体流失量最大,底部渗漏造成的影响范围较小;管道断裂渗漏引起的地面塌陷范围比管道局部渗漏大得多,但深度较管道顶部局部渗漏引起的塌陷深度小;邻近管道埋深越大,地表以下土体流失量越大,引起塌陷影响区域范围越大,而埋深较浅时,其所受邻近渗漏管道的影响较大;在对地面塌陷进行监测与预防时,不应仅关注地表沉降变形,关注管道周边的土体变形是一种更加及时有效的方法。
上海市城市道路发生的地面塌陷主要原因为浅部砂层分布区域地下排水管线渗漏引发流砂,导致地下土体流失,地表硬壳层承载力下降。将有限元和离散元二者进行耦合,从管线渗漏位置和对邻近管线影响两个方面诱发地下空洞机理进行数值模拟研究。研究结果表明,管道表面顶部局部渗漏引起地表以下土体流失量最大,底部渗漏造成的影响范围较小;管道断裂渗漏引起的地面塌陷范围比管道局部渗漏大得多,但深度较管道顶部局部渗漏引起的塌陷深度小;邻近管道埋深越大,地表以下土体流失量越大,引起塌陷影响区域范围越大,而埋深较浅时,其所受邻近渗漏管道的影响较大;在对地面塌陷进行监测与预防时,不应仅关注地表沉降变形,关注管道周边的土体变形是一种更加及时有效的方法。
2019, 33(2): 84-88.
doi: 10.3969/j.issn.1007-2993.2019.02.006
摘要：
总结分析了建筑工程肥槽回填土质量不良引发的常见工程问题，以及肥槽回填土不易施工密实的几个主要原因，并总结提出了各种肥槽回填土处理方法，以及它们主要的适用条件。
总结分析了建筑工程肥槽回填土质量不良引发的常见工程问题，以及肥槽回填土不易施工密实的几个主要原因，并总结提出了各种肥槽回填土处理方法，以及它们主要的适用条件。
2019, 33(2): 115-120.
doi: 10.3969/j.issn.1007-2993.2019.02.013
摘要：
针对珠海地区的深厚软基，采用真空联合堆载预压法进行加固处理。在施工过程中对软基的地表沉降、膜下真空度、孔隙水压力、深层水平位移等进行监测，得到了真空预压加固软土地基的随时间变化曲线。软基处理完成后对原状土进行原位十字板剪切试验和载荷试验，并取土进行室内土工试验。监测和检测试验分析表明：加固后土的物理力学性质有了明显提高，地基加固效果较好，其影响深度达到25～30 m，在15～20 m范围内加固效果最为显著; 但真空预压并未改变软土的触变性，加固后的软土仍应避免扰动。
针对珠海地区的深厚软基，采用真空联合堆载预压法进行加固处理。在施工过程中对软基的地表沉降、膜下真空度、孔隙水压力、深层水平位移等进行监测，得到了真空预压加固软土地基的随时间变化曲线。软基处理完成后对原状土进行原位十字板剪切试验和载荷试验，并取土进行室内土工试验。监测和检测试验分析表明：加固后土的物理力学性质有了明显提高，地基加固效果较好，其影响深度达到25～30 m，在15～20 m范围内加固效果最为显著; 但真空预压并未改变软土的触变性，加固后的软土仍应避免扰动。
2017, 31(6): 306-310.
doi: 10.3969/j.issn.1007-2993.2017.06.009
摘要：
以某一地下一~二层连通车库基坑设计项目为依托,在分析该基坑工程特点的基础上,介绍和分析了不同开挖深度和复杂环境条件下的多种基坑支护形式的组合应用和监测结果,为今后类似工程提供一些借鉴和参考。
以某一地下一~二层连通车库基坑设计项目为依托,在分析该基坑工程特点的基础上,介绍和分析了不同开挖深度和复杂环境条件下的多种基坑支护形式的组合应用和监测结果,为今后类似工程提供一些借鉴和参考。
2021, 35(4): 269-274.
doi: 10.3969/j.issn.1007-2993.2021.04.012
Abstract:
2023, 37(5): 505-517.
doi: 10.3969/j.issn.1007-2993.2023.05.001
Abstract:
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Science & Technology Information Network of Geotechnical Engineering of National Defence & Machinery Industry; China Ordance Industry Survey and Geotechnical Institute Co., Ltd.
ISSN：1007-2993
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