2026, 40(5): 633-644.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0603
Abstract:
This paper provides a comprehensive review of the advances in theoretical research and engineering practice of pile foundation engineering, as presented at the 16th Pile Foundation Engineering Academic Conference. The review encompasses five main aspects: keynote speeches, theoretical and experimental research, pile foundation design research and practice, pile construction techniques and environmental effects, and pile testing technologies. The topics covered under theoretical and experimental research include: pile foundation issues specific to the geological conditions in Guangdong Province; experimental studies on the effects of ground temperature on pile bearing capacity and serviceability; experimental investigations into pile bearing behavior under special conditions; theoretical and experimental studies on the load-bearing performance of composite piles; dynamic and shaking table tests for pile foundations; and experimental studies on the effects of jacking schemes on pile jacking construction parameters. Research and practice in pile foundation design focus on: determining side and end resistances in pile design; applications of pile foundations in ground and foundation reinforcement; pile design in marine under-consolidated soil layers; practical applications of artificial intelligence (AI) in pile design; optimization of pile foundation design schemes; and recent advances in pile design for wind power projects. Topics regarding pile construction techniques and environmental effects involve: environmental impacts of static drilling and root-planting piles; environmental effects of pile installation in special geological strata; pile construction techniques in low-headroom conditions; impacts of shield tunneling on the deformation of existing adjacent piles; applications of AI in pile construction; and discussions on post-grouting techniques for pile foundations. Finally, the pile testing technologies section covers: evaluation of pile integrity testing methods; exploration of novel pile testing technologies; theoretical research in pile testing; and testing techniques for precast piles.
This paper provides a comprehensive review of the advances in theoretical research and engineering practice of pile foundation engineering, as presented at the 16th Pile Foundation Engineering Academic Conference. The review encompasses five main aspects: keynote speeches, theoretical and experimental research, pile foundation design research and practice, pile construction techniques and environmental effects, and pile testing technologies. The topics covered under theoretical and experimental research include: pile foundation issues specific to the geological conditions in Guangdong Province; experimental studies on the effects of ground temperature on pile bearing capacity and serviceability; experimental investigations into pile bearing behavior under special conditions; theoretical and experimental studies on the load-bearing performance of composite piles; dynamic and shaking table tests for pile foundations; and experimental studies on the effects of jacking schemes on pile jacking construction parameters. Research and practice in pile foundation design focus on: determining side and end resistances in pile design; applications of pile foundations in ground and foundation reinforcement; pile design in marine under-consolidated soil layers; practical applications of artificial intelligence (AI) in pile design; optimization of pile foundation design schemes; and recent advances in pile design for wind power projects. Topics regarding pile construction techniques and environmental effects involve: environmental impacts of static drilling and root-planting piles; environmental effects of pile installation in special geological strata; pile construction techniques in low-headroom conditions; impacts of shield tunneling on the deformation of existing adjacent piles; applications of AI in pile construction; and discussions on post-grouting techniques for pile foundations. Finally, the pile testing technologies section covers: evaluation of pile integrity testing methods; exploration of novel pile testing technologies; theoretical research in pile testing; and testing techniques for precast piles.
2026, 40(5): 645-656.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0277
Abstract:
Bored piles have been widely applied in foundation engineering in karst areas due to their advantages of broad applicability, high bearing capacity, and relatively convenient construction. However, the complex geological environment in karst regions—characterized by karst caves, dissolution fractures, and uneven bedrock surfaces—significantly affects the construction quality and bearing performance of bored piles. Based on a systematic review of domestic and international literature and combined with the practical engineering conditions in karst areas, this paper comprehensively analyzes and reviews the geomorphological characteristics of karst landforms, bored pile construction techniques, construction quality control methods, and bearing capacity prediction and evaluation technologies. Furthermore, the future development trends of bored pile engineering in karst areas are discussed, aiming to provide valuable references and insights for pile foundation engineering in similar geological conditions.
Bored piles have been widely applied in foundation engineering in karst areas due to their advantages of broad applicability, high bearing capacity, and relatively convenient construction. However, the complex geological environment in karst regions—characterized by karst caves, dissolution fractures, and uneven bedrock surfaces—significantly affects the construction quality and bearing performance of bored piles. Based on a systematic review of domestic and international literature and combined with the practical engineering conditions in karst areas, this paper comprehensively analyzes and reviews the geomorphological characteristics of karst landforms, bored pile construction techniques, construction quality control methods, and bearing capacity prediction and evaluation technologies. Furthermore, the future development trends of bored pile engineering in karst areas are discussed, aiming to provide valuable references and insights for pile foundation engineering in similar geological conditions.
2026, 40(5): 657-663.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0275
Abstract:
The tunnel construction environment exhibits extreme complexity and traditional manual and mechanical construction methods have low efficiency and strong subjectivity. With their advanced perception, decision-making, and execution capabilities, intelligent robots have significantly enhanced the precision and reliability of tunnel engineering construction in complex environments. This study systematically analyzes the distinctive characteristics of tunnel construction environments. On the basis of summarizing the current research status at home and abroad, it identifies three predominant factors - complex geological conditions, spatial constraints, and harsh working environments - that significantly impact the operational performance of intelligent robots. Starting from engineering cases, it demonstrates the advantages of intelligent robots in improving tunnel construction efficiency, quality, and safety. At the same time, the technical factors affecting the adaptability of intelligent robots, such as navigation and positioning accuracy, communication stability, energy supply and endurance, as well as engineering factors such as construction process matching and collaborative operation ability with other equipment, were explored. Finally, a series of practical and feasible strategies were proposed, including customized design and strengthening the standardization of collaborative operation between equipment, to ensure that intelligent robots can better adapt to complex tunnel construction environments and process requirements, and improve tunnel construction efficiency and safety.
The tunnel construction environment exhibits extreme complexity and traditional manual and mechanical construction methods have low efficiency and strong subjectivity. With their advanced perception, decision-making, and execution capabilities, intelligent robots have significantly enhanced the precision and reliability of tunnel engineering construction in complex environments. This study systematically analyzes the distinctive characteristics of tunnel construction environments. On the basis of summarizing the current research status at home and abroad, it identifies three predominant factors - complex geological conditions, spatial constraints, and harsh working environments - that significantly impact the operational performance of intelligent robots. Starting from engineering cases, it demonstrates the advantages of intelligent robots in improving tunnel construction efficiency, quality, and safety. At the same time, the technical factors affecting the adaptability of intelligent robots, such as navigation and positioning accuracy, communication stability, energy supply and endurance, as well as engineering factors such as construction process matching and collaborative operation ability with other equipment, were explored. Finally, a series of practical and feasible strategies were proposed, including customized design and strengthening the standardization of collaborative operation between equipment, to ensure that intelligent robots can better adapt to complex tunnel construction environments and process requirements, and improve tunnel construction efficiency and safety.
2026, 40(5): 664-671.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0257
Abstract:
To investigate the deformation characteristics of the junction area between surcharge preloading and semi-rigid composite foundation treatments, this paper takes a ground treatment project in a deep soft soil site as an example. A finite element model of the junction area with two different ground treatment types is established to analyze the long-term development trends of surface settlement and differential settlement in the post-construction stage. The results show that: (1) The development rates of both surface settlement and differential settlement in the junction area decrease year by year; (2) The location of the maximum differential settlement continuously shifts from the junction interface towards the composite foundation area over time, ultimately locating at a position 1.9 times the height of the surcharge slope shoulder outside, and is unaffected by the pile spacing; (3) The maximum value of the surface slope rate exhibits a nonlinear relationship with the pile-soil replacement ratio, and when the replacement ratio is lower than 0.13, the control effect on the maximum differential settlement is significant; (4) Using a surface slope rate of 0.5% as the standard, the critical replacement ratio for exceeding the limit is approximately 0.114. When the replacement ratio is lower than this value, the differential settlement in the junction area exceeds the limit. For common replacement ratios of composite foundations, the overlimit range is symmetrically distributed around the position of the maximum value, with a width within 16 meters.
To investigate the deformation characteristics of the junction area between surcharge preloading and semi-rigid composite foundation treatments, this paper takes a ground treatment project in a deep soft soil site as an example. A finite element model of the junction area with two different ground treatment types is established to analyze the long-term development trends of surface settlement and differential settlement in the post-construction stage. The results show that: (1) The development rates of both surface settlement and differential settlement in the junction area decrease year by year; (2) The location of the maximum differential settlement continuously shifts from the junction interface towards the composite foundation area over time, ultimately locating at a position 1.9 times the height of the surcharge slope shoulder outside, and is unaffected by the pile spacing; (3) The maximum value of the surface slope rate exhibits a nonlinear relationship with the pile-soil replacement ratio, and when the replacement ratio is lower than 0.13, the control effect on the maximum differential settlement is significant; (4) Using a surface slope rate of 0.5% as the standard, the critical replacement ratio for exceeding the limit is approximately 0.114. When the replacement ratio is lower than this value, the differential settlement in the junction area exceeds the limit. For common replacement ratios of composite foundations, the overlimit range is symmetrically distributed around the position of the maximum value, with a width within 16 meters.
2026, 40(5): 672-681.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0211
Abstract:
During the construction of tunnels under complex geological conditions, to investigate the geological conditions ahead of the tunnel face and prevent adverse geological hazards such as soft rock fracture, water inrush and mud outburst, a management system for dynamic comprehensive geological prediction and design of tunnels should be established with geological analysis as the main line and the combination of long and short distance advanced geological prediction as the basis. In the construction of the Wuzhishan Extra long Tunnel on the Renshou to Pingshan Xinshi section of the G4216 Expressway, aiming at various adverse geological bodies, multiple advanced geological prediction methods including geological analysis, advanced horizontal drilling, ground penetrating radar, transient electromagnetic method and seismic wave method were adopted. A management system for dynamic comprehensive prediction and design was constructed to guide dynamic design, and post excavation comparative verification was carried out according to construction progress. This management system reduces geological safety risks in tunnel construction, featuring scientificity, economy and safety. It can provide references for advanced geological prediction and dynamic design of tunnels under similar complex geological conditions.
During the construction of tunnels under complex geological conditions, to investigate the geological conditions ahead of the tunnel face and prevent adverse geological hazards such as soft rock fracture, water inrush and mud outburst, a management system for dynamic comprehensive geological prediction and design of tunnels should be established with geological analysis as the main line and the combination of long and short distance advanced geological prediction as the basis. In the construction of the Wuzhishan Extra long Tunnel on the Renshou to Pingshan Xinshi section of the G4216 Expressway, aiming at various adverse geological bodies, multiple advanced geological prediction methods including geological analysis, advanced horizontal drilling, ground penetrating radar, transient electromagnetic method and seismic wave method were adopted. A management system for dynamic comprehensive prediction and design was constructed to guide dynamic design, and post excavation comparative verification was carried out according to construction progress. This management system reduces geological safety risks in tunnel construction, featuring scientificity, economy and safety. It can provide references for advanced geological prediction and dynamic design of tunnels under similar complex geological conditions.
2026, 40(5): 682-692.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0198
Abstract:
The excavation specifications do not specify the calculation length value for the stability of the concrete frame support plane. Currently, the calculation length coefficient formula for frame columns in steel structures, concrete specifications, and related research does not consider the influence of support length and fixed boundary conditions at both ends. Based on the load-bearing model, a systematic in-plane stability analysis of the frame bracing system is conducted by treating the bracing members as mega-lattice columns. Utilizing the exact theoretical solution for the stability buckling of battened lattice columns, and accounting for the individual member action, the effective length of the bracing, and the fixed-end boundary conditions, a formula for the effective length factor of the bracing is derived. Furthermore, the energy method is employed to deduce the in-plane effective length factor formula for bracing members with fixed-end boundary conditions, incorporating the lateral stiffness of the steel columns. The calculated results demonstrate a high degree of agreement with those obtained from finite element eigenvalue buckling analysis, confirming that the proposed formulas achieve sufficient accuracy for practical engineering design applications.
The excavation specifications do not specify the calculation length value for the stability of the concrete frame support plane. Currently, the calculation length coefficient formula for frame columns in steel structures, concrete specifications, and related research does not consider the influence of support length and fixed boundary conditions at both ends. Based on the load-bearing model, a systematic in-plane stability analysis of the frame bracing system is conducted by treating the bracing members as mega-lattice columns. Utilizing the exact theoretical solution for the stability buckling of battened lattice columns, and accounting for the individual member action, the effective length of the bracing, and the fixed-end boundary conditions, a formula for the effective length factor of the bracing is derived. Furthermore, the energy method is employed to deduce the in-plane effective length factor formula for bracing members with fixed-end boundary conditions, incorporating the lateral stiffness of the steel columns. The calculated results demonstrate a high degree of agreement with those obtained from finite element eigenvalue buckling analysis, confirming that the proposed formulas achieve sufficient accuracy for practical engineering design applications.
2026, 40(5): 693-702.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0244
Abstract:
In order to solve the problem of designing embedded piles in fractured bedrock areas, the bearing capacity calculation methods, calculation parameters and application scope of embedded piles used in two domestic codes are analysed. According to the “Code for Design of Foundation and Subgrade of Highway Bridges and Culvert”, the approach to accounting for the bearing capacity factors of end and side resistance of piles considering rock integrity, the method of calculating the bearing capacity of embedded piles with broken bedrock is modified to obtain a method suitable for broken bedrock building. The Mohr-Coulomb parameter based on the modified Hoek-Brown criterion is used to carry out finite element simulations to obtain the ultimate bearing capacity of monopiles with fractured bedrock embedded piles, and to model pile raft foundations with different degrees of integrity and analyse their bearing capacity and monopile bearing properties. The results show that the modified bearing capacity calculation method is scientific and the fractured bedrock still has good bearing capacity as the bearing layer of group pile foundation. The results are applied to the optimal design of pile foundation for a super high-rise project in the fractured bedrock area of Jinan, and the relevant results can be used as reference for similar projects.
In order to solve the problem of designing embedded piles in fractured bedrock areas, the bearing capacity calculation methods, calculation parameters and application scope of embedded piles used in two domestic codes are analysed. According to the “Code for Design of Foundation and Subgrade of Highway Bridges and Culvert”, the approach to accounting for the bearing capacity factors of end and side resistance of piles considering rock integrity, the method of calculating the bearing capacity of embedded piles with broken bedrock is modified to obtain a method suitable for broken bedrock building. The Mohr-Coulomb parameter based on the modified Hoek-Brown criterion is used to carry out finite element simulations to obtain the ultimate bearing capacity of monopiles with fractured bedrock embedded piles, and to model pile raft foundations with different degrees of integrity and analyse their bearing capacity and monopile bearing properties. The results show that the modified bearing capacity calculation method is scientific and the fractured bedrock still has good bearing capacity as the bearing layer of group pile foundation. The results are applied to the optimal design of pile foundation for a super high-rise project in the fractured bedrock area of Jinan, and the relevant results can be used as reference for similar projects.
2026, 40(5): 703-710.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0299
Abstract:
In the underground excavation construction of Tiantongyuan Station of Beijing Metro Line 13, due to the rich groundwater and the tunnel floor located in the confined aquifer, the effect of the waterproof curtain is not good and the cost is high. Therefore, the confined aquifer is pre-dewatered and decompressed before excavation to control groundwater. In order to predict the surface subsidence caused by precipitation, this study established a mathematical model of regional division based on the three-dimensional groundwater dynamics theory, which comprehensively considered the distribution curve of precipitation pressure in confined aquifer and the spatial position of aquiclude roof. After dividing the stress area of confined aquifer into non-pressure area and pressure area, the pore water pressure distribution formula of single well precipitation was constructed according to the energy conservation equation, and the Mindlin solution was introduced to calculate the surface settlement. Verified by the measured data, the average error between the final settlement value and the analytical solution is 15%. The research shows that the model can provide a theoretical basis for surface subsidence caused by precipitation in deep confined aquifer.
In the underground excavation construction of Tiantongyuan Station of Beijing Metro Line 13, due to the rich groundwater and the tunnel floor located in the confined aquifer, the effect of the waterproof curtain is not good and the cost is high. Therefore, the confined aquifer is pre-dewatered and decompressed before excavation to control groundwater. In order to predict the surface subsidence caused by precipitation, this study established a mathematical model of regional division based on the three-dimensional groundwater dynamics theory, which comprehensively considered the distribution curve of precipitation pressure in confined aquifer and the spatial position of aquiclude roof. After dividing the stress area of confined aquifer into non-pressure area and pressure area, the pore water pressure distribution formula of single well precipitation was constructed according to the energy conservation equation, and the Mindlin solution was introduced to calculate the surface settlement. Verified by the measured data, the average error between the final settlement value and the analytical solution is 15%. The research shows that the model can provide a theoretical basis for surface subsidence caused by precipitation in deep confined aquifer.
2026, 40(5): 711-716.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0276
Abstract:
New underground projects in close proximity to existing underground structures are becoming increasingly common. Strictly controlling the impact of the construction of such new underground works on existing structures is the key to the success of the project. Taking the construction of a new transfer passage tunnel at a subway station, which underpasses an existing tunnel and passes beneath an overlying stormwater box culvert, as a case study, this paper investigates the influence laws of the Center Diaphragm (CD) method on surface settlement and the deformation of both the new tunnel and existing structures. The study is based on field monitoring data and three-dimensional finite element analysis. The results indicate that adopting the CD method—characterized by layered, block, zoned, and segmented excavation—combined with advance horizontal jet grouting for ground improvement, can effectively control ground settlement and structural deformation. Furthermore, the excavation footage in the CD method significantly affects the deformation of the existing tunnel and the stormwater box culvert; therefore, the excavation footage must be strictly controlled during construction to minimize impacts on existing structures. The findings of this study can provide valuable references for the construction of similar underground projects.
New underground projects in close proximity to existing underground structures are becoming increasingly common. Strictly controlling the impact of the construction of such new underground works on existing structures is the key to the success of the project. Taking the construction of a new transfer passage tunnel at a subway station, which underpasses an existing tunnel and passes beneath an overlying stormwater box culvert, as a case study, this paper investigates the influence laws of the Center Diaphragm (CD) method on surface settlement and the deformation of both the new tunnel and existing structures. The study is based on field monitoring data and three-dimensional finite element analysis. The results indicate that adopting the CD method—characterized by layered, block, zoned, and segmented excavation—combined with advance horizontal jet grouting for ground improvement, can effectively control ground settlement and structural deformation. Furthermore, the excavation footage in the CD method significantly affects the deformation of the existing tunnel and the stormwater box culvert; therefore, the excavation footage must be strictly controlled during construction to minimize impacts on existing structures. The findings of this study can provide valuable references for the construction of similar underground projects.
2026, 40(5): 717-726.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0303
Abstract:
The construction of a box-frame culvert under an existing operational railway embankment may trigger deformation of the existing railway and compromise track smoothness, potentially resulting in operational disruptions in severe cases. This study takes the traffic diversion road beneath the Pingnan Railway at Wuhe Station in Shenzhen as the engineering background. A numerical model of a frame bridge underpassing an existing railway line was established. Based on field monitoring data, the disturbance-induced deformation of the overlying existing railway during cast-in-situ frame bridge construction was analyzed under different pile-cutting sequences. Key control techniques in cast-in-situ box-frame culvert underpass construction were then proposed. The calculation results show that, during the cast-in-situ underpass construction of the frame bridge, the track settlement curves under various construction conditions exhibit a generally symmetrical distribution. The minimum track settlement occurs at the supporting pile locations, whereas the maximum settlement appears at the mid-span of the D-beam. An increase in the span of the frame bridge leads to more pronounced horizontal displacement of the railway track within the bridge span. After optimization of the pile-cutting sequence, the track settlement within the area of the SGC10 supporting pile is significantly smaller than that obtained using the original scheme, with the settlement reduced by 49%. Consequently, both the settlement and horizontal displacement of the existing railway track within the entire underpass area are reduced. By cutting the existing supporting piles in stages, the railway track load can be progressively transferred to different frame bridges, enabling multiple stages of load redistribution. This staged load-transfer process can significantly reduce track settlement and improve the smoothness of the existing railway. The calculated deformation patterns of the railway track under different construction conditions are consistent with the field monitoring results, indicating that the proposed modeling approach can be used to predict track deformation during railway underpass construction at grade-separated crossings and provide practical construction experience for the safe implementation of similar railway underpass projects.
The construction of a box-frame culvert under an existing operational railway embankment may trigger deformation of the existing railway and compromise track smoothness, potentially resulting in operational disruptions in severe cases. This study takes the traffic diversion road beneath the Pingnan Railway at Wuhe Station in Shenzhen as the engineering background. A numerical model of a frame bridge underpassing an existing railway line was established. Based on field monitoring data, the disturbance-induced deformation of the overlying existing railway during cast-in-situ frame bridge construction was analyzed under different pile-cutting sequences. Key control techniques in cast-in-situ box-frame culvert underpass construction were then proposed. The calculation results show that, during the cast-in-situ underpass construction of the frame bridge, the track settlement curves under various construction conditions exhibit a generally symmetrical distribution. The minimum track settlement occurs at the supporting pile locations, whereas the maximum settlement appears at the mid-span of the D-beam. An increase in the span of the frame bridge leads to more pronounced horizontal displacement of the railway track within the bridge span. After optimization of the pile-cutting sequence, the track settlement within the area of the SGC10 supporting pile is significantly smaller than that obtained using the original scheme, with the settlement reduced by 49%. Consequently, both the settlement and horizontal displacement of the existing railway track within the entire underpass area are reduced. By cutting the existing supporting piles in stages, the railway track load can be progressively transferred to different frame bridges, enabling multiple stages of load redistribution. This staged load-transfer process can significantly reduce track settlement and improve the smoothness of the existing railway. The calculated deformation patterns of the railway track under different construction conditions are consistent with the field monitoring results, indicating that the proposed modeling approach can be used to predict track deformation during railway underpass construction at grade-separated crossings and provide practical construction experience for the safe implementation of similar railway underpass projects.
2026, 40(5): 727-737.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0159
Abstract:
Aiming at the deterioration of the mechanical properties of mud siltstone in northern Guangxi Province under the action of wet and dry cycles, uniaxial compressive strength tests and SEM tests with different numbers of wet and dry cycles were carried out, and based on the law of energy evolution, the complete compaction point of mud siltstone was determined, and the segmental damage constitutive model of mud siltstone was constructed. The results show that: (1) After five dry and wet cycles, the uniaxial compressive strength and modulus of elasticity of the siltstone decreased by 90.7% and 81.5%, respectively, and the damage mode changed from shear damage to tensile-shear composite damage. (2) The point where the dissipated energy is equal to the elastic strain energy is determined as the complete compaction point, and the compaction strain increases linearly with the increase of the number of dry-wet cycles. (3) The fitting results of the segmental damage constitutive model match well with the experimental data, which can more accurately describe the deformation and damage characteristics of muddy siltstone under the action of wet and dry cycles. The results of the study provide data support and theoretical reference for the stability of slopes subjected to rainfall-exposure cycles in Northern Guangxi.
Aiming at the deterioration of the mechanical properties of mud siltstone in northern Guangxi Province under the action of wet and dry cycles, uniaxial compressive strength tests and SEM tests with different numbers of wet and dry cycles were carried out, and based on the law of energy evolution, the complete compaction point of mud siltstone was determined, and the segmental damage constitutive model of mud siltstone was constructed. The results show that: (1) After five dry and wet cycles, the uniaxial compressive strength and modulus of elasticity of the siltstone decreased by 90.7% and 81.5%, respectively, and the damage mode changed from shear damage to tensile-shear composite damage. (2) The point where the dissipated energy is equal to the elastic strain energy is determined as the complete compaction point, and the compaction strain increases linearly with the increase of the number of dry-wet cycles. (3) The fitting results of the segmental damage constitutive model match well with the experimental data, which can more accurately describe the deformation and damage characteristics of muddy siltstone under the action of wet and dry cycles. The results of the study provide data support and theoretical reference for the stability of slopes subjected to rainfall-exposure cycles in Northern Guangxi.
2026, 40(5): 738-746.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0348
Abstract:
In this study, calcareous concretion-like heterogeneities with different area coverage were incorporated into remolded expansive soil, and the Soil Crack Identification System was employed to dynamically monitor and quantitatively analyze the entire process of crack development during dehydration. The test results show that the heterogeneities have a significant influence on the geometric characteristics and development of the expansion soil cracks, systematically regulating quantitative indicators such as crack rate. With the increase of the heterogeneities coverage, the crack initiation and inflection point moisture content occur earlier, and the crack development tends to form a more direct and fewer expansion paths along the boundaries of the heterogeneities, and inhibits the evolution of cracks to wider morphology. Among them, the coverage of 15.7% is the threshold of regulation effect. Under this coverage, the crack rate, total crack length and fractal dimension all reach the maximum value. The influence of heterogeneities on crack development exhibits staged characteristics, with the stress concentration effect, partition constraint effect and interface effect acting together to determine the process of crack emergence, expansion and stabilisation. The research findings can provide a theoretical basis for an in-depth understanding of the mechanism of crack development in heterogeneous soils and related engineering practices.
In this study, calcareous concretion-like heterogeneities with different area coverage were incorporated into remolded expansive soil, and the Soil Crack Identification System was employed to dynamically monitor and quantitatively analyze the entire process of crack development during dehydration. The test results show that the heterogeneities have a significant influence on the geometric characteristics and development of the expansion soil cracks, systematically regulating quantitative indicators such as crack rate. With the increase of the heterogeneities coverage, the crack initiation and inflection point moisture content occur earlier, and the crack development tends to form a more direct and fewer expansion paths along the boundaries of the heterogeneities, and inhibits the evolution of cracks to wider morphology. Among them, the coverage of 15.7% is the threshold of regulation effect. Under this coverage, the crack rate, total crack length and fractal dimension all reach the maximum value. The influence of heterogeneities on crack development exhibits staged characteristics, with the stress concentration effect, partition constraint effect and interface effect acting together to determine the process of crack emergence, expansion and stabilisation. The research findings can provide a theoretical basis for an in-depth understanding of the mechanism of crack development in heterogeneous soils and related engineering practices.
2026, 40(5): 747-754.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0228
Abstract:
Taking the saturated clay site as the background, the influence of pilot hole depth on pile installation, soil plugging effect, and bearing performance was systematically analyzed by comparing the construction parameters and single pile static load test results of prefabricated pipe piles (pile length of 9.0 m) with different pilot hole depths (3.0, 4.5, 6.0 m). Key findings include: (1) For jacked pile installation, the final pressure showed minimal variation when pilot hole depths were less than half the pile length (4.5 m), but significantly reduced at two-thirds pile length (6.0 m). In hammer-driven piles, the blow count decreased substantially with pilot hole depth, particularly for the final 80 cm penetration at 6.0 m depth. (2) Increasing pilot hole depth reduced soil plug length in jacked piles but increased it in hammer-driven piles, indicating greater soil intrusion into pile cavities during dynamic installation. (3) The ultimate bearing capacity of single piles decreased with pilot hole depth. Shaft resistance dominated capacity reduction at depths 4.5 m, while both shaft and tip resistances significantly diminished at 6.0 m depth. (4) The experimental ratio of the characteristic vertical compressive bearing capacity to the final jacking force averaged 0.293, approaching the lower bound of 0.30 stipulated in Clause 4.3.3 of the Technical Specification for Static Pressing Precast Concrete Pile Foundations (DBJ/T 15—94—2013). This indicates that the bearing capacity can still be estimated from the final pressure under pilot-hole conditions in saturated clay. In the absence of regional experience, the safety factor should be amplified by 11%~26% relative to the code value. (5) Considering both construction feasibility and bearing-capacity loss control, the pilot hole depth for pipe piles in saturated clay sites is recommended to be 0.4~0.5 times the pile length, which effectively mitigates extrusion effects while limiting capacity reduction. These findings provide a reliable reference for the design and construction of pilot hole techniques for pipe piles in saturated clay strata.
Taking the saturated clay site as the background, the influence of pilot hole depth on pile installation, soil plugging effect, and bearing performance was systematically analyzed by comparing the construction parameters and single pile static load test results of prefabricated pipe piles (pile length of 9.0 m) with different pilot hole depths (3.0, 4.5, 6.0 m). Key findings include: (1) For jacked pile installation, the final pressure showed minimal variation when pilot hole depths were less than half the pile length (4.5 m), but significantly reduced at two-thirds pile length (6.0 m). In hammer-driven piles, the blow count decreased substantially with pilot hole depth, particularly for the final 80 cm penetration at 6.0 m depth. (2) Increasing pilot hole depth reduced soil plug length in jacked piles but increased it in hammer-driven piles, indicating greater soil intrusion into pile cavities during dynamic installation. (3) The ultimate bearing capacity of single piles decreased with pilot hole depth. Shaft resistance dominated capacity reduction at depths 4.5 m, while both shaft and tip resistances significantly diminished at 6.0 m depth. (4) The experimental ratio of the characteristic vertical compressive bearing capacity to the final jacking force averaged 0.293, approaching the lower bound of 0.30 stipulated in Clause 4.3.3 of the Technical Specification for Static Pressing Precast Concrete Pile Foundations (DBJ/T 15—94—2013). This indicates that the bearing capacity can still be estimated from the final pressure under pilot-hole conditions in saturated clay. In the absence of regional experience, the safety factor should be amplified by 11%~26% relative to the code value. (5) Considering both construction feasibility and bearing-capacity loss control, the pilot hole depth for pipe piles in saturated clay sites is recommended to be 0.4~0.5 times the pile length, which effectively mitigates extrusion effects while limiting capacity reduction. These findings provide a reliable reference for the design and construction of pilot hole techniques for pipe piles in saturated clay strata.
2026, 40(5): 755-764.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0202
Abstract:
Cement-sodium silicate (C-S) grout struggles to effectively absorb dynamic load energy in practical engineering due to insufficient toughness. To address this problem, a ternary synergistic modification system of CaO-EG-PP was proposed. By regulating calcium ion concentration and the bridging effect of polypropylene (PP) fibers, the effects of different mixing ratios (0%~5% calcium oxide (CaO), 0.04% ethylene glycol (EG), 0%~1% PP fibers) on the mechanical properties of C-S consolidates are investigated. Combined with experiments on setting time, compressive strength, flexural-compressive strength ratio, tensile-compressive strength ratio and impact resistance, the toughness enhancement mechanism is revealed. The results show that when the volume ratio (Vc∶Vs) increases from 2∶1 to 5∶1, the setting time is shortened by 41.2%~54.2%. For the group with 1% CaO + 0.04% EG, the compressive strength reaches 6.75 MPa at a PP fiber content of 0.2%, which is 13.4% higher than that of the control group, and the elastic modulus increases by 36.1% simultaneously. The tensile-compressive strength ratio of the group with 3% CaO + 0.04% EG is increased by 5.4%~104.1% compared with the control group, and the PP fiber bridging effect raises the impact energy consumption at complete cracking to 147.15 J (39.24 J for the control group). The study indicates that optimized calcium ion concentration balances the charge density of silicate tetrahedra to stabilize the gel structure, ethylene glycol strengthens interfacial bonding via hydrogen bonds, and fiber bridging together with topological entanglement inhibits microcrack propagation. The three components synergistically realize the coupled enhancement of ion regulation-hydrogen bond stabilization-fiber toughening.
Cement-sodium silicate (C-S) grout struggles to effectively absorb dynamic load energy in practical engineering due to insufficient toughness. To address this problem, a ternary synergistic modification system of CaO-EG-PP was proposed. By regulating calcium ion concentration and the bridging effect of polypropylene (PP) fibers, the effects of different mixing ratios (0%~5% calcium oxide (CaO), 0.04% ethylene glycol (EG), 0%~1% PP fibers) on the mechanical properties of C-S consolidates are investigated. Combined with experiments on setting time, compressive strength, flexural-compressive strength ratio, tensile-compressive strength ratio and impact resistance, the toughness enhancement mechanism is revealed. The results show that when the volume ratio (Vc∶Vs) increases from 2∶1 to 5∶1, the setting time is shortened by 41.2%~54.2%. For the group with 1% CaO + 0.04% EG, the compressive strength reaches 6.75 MPa at a PP fiber content of 0.2%, which is 13.4% higher than that of the control group, and the elastic modulus increases by 36.1% simultaneously. The tensile-compressive strength ratio of the group with 3% CaO + 0.04% EG is increased by 5.4%~104.1% compared with the control group, and the PP fiber bridging effect raises the impact energy consumption at complete cracking to 147.15 J (39.24 J for the control group). The study indicates that optimized calcium ion concentration balances the charge density of silicate tetrahedra to stabilize the gel structure, ethylene glycol strengthens interfacial bonding via hydrogen bonds, and fiber bridging together with topological entanglement inhibits microcrack propagation. The three components synergistically realize the coupled enhancement of ion regulation-hydrogen bond stabilization-fiber toughening.
2026, 40(5): 765-771.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0158
Abstract:
To investigate the influence of particle size and moisture content on shear strength characteristics of red-bed soft rock fillers in roadbed engineering, direct shear tests were conducted on typical red-bed soft rock fillers from Guangxi region under varying particle sizes and moisture conditions, clarifying the influence of particle size and moisture content on the shear strength, brittleness, and dilatancy characteristics of red-bed soft rock fillers. The results revealed that: increasing particle size, moisture content, and vertical load promoted the transition of stress-displacement curves from softening to hardening, accompanied by increased peak shear displacement; shear strength demonstrated a characteristic peak-shape response to moisture variation, while showing monotonic decay with particle size growth; elevated vertical loads and moisture contents facilitated the shear volumetric behavior also transitioned from dilatancy to contraction; particle coarsening, moisture saturation, and load intensification collectively suppressed dilation, with coarser particles exhibiting pronounced pre-shear contraction; brittleness evolution progressed through three-phase coupling with dilation angle: softening-dilation, hardening-dilation, and hardening-contraction, governed by the increasing particle size and moisture content of red-bed soft rock fillers.
To investigate the influence of particle size and moisture content on shear strength characteristics of red-bed soft rock fillers in roadbed engineering, direct shear tests were conducted on typical red-bed soft rock fillers from Guangxi region under varying particle sizes and moisture conditions, clarifying the influence of particle size and moisture content on the shear strength, brittleness, and dilatancy characteristics of red-bed soft rock fillers. The results revealed that: increasing particle size, moisture content, and vertical load promoted the transition of stress-displacement curves from softening to hardening, accompanied by increased peak shear displacement; shear strength demonstrated a characteristic peak-shape response to moisture variation, while showing monotonic decay with particle size growth; elevated vertical loads and moisture contents facilitated the shear volumetric behavior also transitioned from dilatancy to contraction; particle coarsening, moisture saturation, and load intensification collectively suppressed dilation, with coarser particles exhibiting pronounced pre-shear contraction; brittleness evolution progressed through three-phase coupling with dilation angle: softening-dilation, hardening-dilation, and hardening-contraction, governed by the increasing particle size and moisture content of red-bed soft rock fillers.
2026, 40(5): 772-779.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0149
Abstract:
Waste tyres have high friction resistance and high strength characteristics, and have good application prospects for reinforced fine-grained soil, weathered material, soft rock and other embankments. To reveal the bearing characteristics of reinforced embankment with waste tyre grating under vertical load and establish the calculation method of bearing capacity, we designed and carried out the indoor loading test of reinforced embankment, and studied the bearing characteristics and deformation characteristics of reinforced embankment with waste tyre grating under different number of reinforcing layers, and the results show that: scrap tyre grating can effectively improve the structural integrity of the embankment, and reduce the settlement and lateral displacement of the top of the slope and effectively enhance the ultimate bearing capacity of the embankment, up to 70%; embankment internal stress along the depth of the direction of gradual attenuation, and the upper layer of grating to bear the stress is obviously greater than the lower layer of grating; compared with the impact of the number of layers of grating, it can be seen that the more the number of reinforcing layers, the more obvious the effect of the tyre grating mesh pads, the phenomenon of stress concentration weakened. According to the analysis of the test results, the ultimate bearing capacity calculation formula and parameters of the waste tyre grating reinforced weathering material roadbed are determined, and the study results can provide theoretical support for the application of waste tyre grating engineering.
Waste tyres have high friction resistance and high strength characteristics, and have good application prospects for reinforced fine-grained soil, weathered material, soft rock and other embankments. To reveal the bearing characteristics of reinforced embankment with waste tyre grating under vertical load and establish the calculation method of bearing capacity, we designed and carried out the indoor loading test of reinforced embankment, and studied the bearing characteristics and deformation characteristics of reinforced embankment with waste tyre grating under different number of reinforcing layers, and the results show that: scrap tyre grating can effectively improve the structural integrity of the embankment, and reduce the settlement and lateral displacement of the top of the slope and effectively enhance the ultimate bearing capacity of the embankment, up to 70%; embankment internal stress along the depth of the direction of gradual attenuation, and the upper layer of grating to bear the stress is obviously greater than the lower layer of grating; compared with the impact of the number of layers of grating, it can be seen that the more the number of reinforcing layers, the more obvious the effect of the tyre grating mesh pads, the phenomenon of stress concentration weakened. According to the analysis of the test results, the ultimate bearing capacity calculation formula and parameters of the waste tyre grating reinforced weathering material roadbed are determined, and the study results can provide theoretical support for the application of waste tyre grating engineering.
2026, 40(5): 780-790.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0199
Abstract:
Foamed Flowable Stabilized Soil (FFSS) is widely used in backfill engineering. However, its performance evaluation is mostly based on unconfined compressive strength, with limited studies addressing the influence of lateral confinement. In this study, a series of Unconsolidated Undrained (UU) triaxial shear tests were conducted to systematically investigate the effects of wet density, silt content, and confining pressure on the mechanical behavior of FFSS. The results show that the stress–strain curves of the specimens exhibit distinct elastoplastic characteristics and conform to the Mohr–Coulomb failure criterion. Both increased confining pressure and wet density contribute to enhanced triaxial compressive strength. Specifically, when wet density increased from 600 kg/m3 to 1200 kg/m3, cohesion increased by over 250%, while the internal friction angle decreased with increasing density. Confining pressure was also found to delay post-peak strength degradation, reducing the brittleness index by 40%~60%. A critical silt content of 35% was identified, at which the material achieved optimal strength and deformation performance. Moreover, a multiple regression model for shear strength was developed based on the test data, offering valuable support for the engineering design and performance prediction of FFSS.
Foamed Flowable Stabilized Soil (FFSS) is widely used in backfill engineering. However, its performance evaluation is mostly based on unconfined compressive strength, with limited studies addressing the influence of lateral confinement. In this study, a series of Unconsolidated Undrained (UU) triaxial shear tests were conducted to systematically investigate the effects of wet density, silt content, and confining pressure on the mechanical behavior of FFSS. The results show that the stress–strain curves of the specimens exhibit distinct elastoplastic characteristics and conform to the Mohr–Coulomb failure criterion. Both increased confining pressure and wet density contribute to enhanced triaxial compressive strength. Specifically, when wet density increased from 600 kg/m3 to 1200 kg/m3, cohesion increased by over 250%, while the internal friction angle decreased with increasing density. Confining pressure was also found to delay post-peak strength degradation, reducing the brittleness index by 40%~60%. A critical silt content of 35% was identified, at which the material achieved optimal strength and deformation performance. Moreover, a multiple regression model for shear strength was developed based on the test data, offering valuable support for the engineering design and performance prediction of FFSS.
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:
2023, 37(5): 505-517.
doi: 10.3969/j.issn.1007-2993.2023.05.001
Abstract:
About the Journal期刊简介
Started in 1987， bimonthly
Administered by：China North Industries Group Corporation Limited
Sponsor：
Science & Technology Information Network of Geotechnical Engineering of National Defence & Machinery Industry; China Ordance Industry Survey and Geotechnical Institute Co., Ltd.
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