2026, 40(4): 475-480.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0281
Abstract:
Currently, the calculation of pile foundation settlement mostly relies on the Mindlin-Geddes stress solution. To meet accuracy requirements, this method demands a detailed subdivision of soil strata, resulting in a cumbersome and inefficient computational process. To improve computational efficiency, by combining the Mindlin-Geddes stress solution with the layered summation method, the integral expressions of the average vertical stress influence coefficient were derived, and the pile foundation settlement calculation formulas were improved. Meanwhile, calculation tables of the average vertical stress influence coefficients under different resistance distribution patterns were compiled. Through the calculation and analysis of a dimensionless stress area example and an engineering case, the results show that the average vertical stress influence coefficient method agrees well with the calculation results of the standard method, the accuracy meets the requirements. Moreover, it does not need to further subdivide each soil layer for calculation, effectively improves the efficiency and accuracy of pile foundation settlement calculation, and provides new calculation methods and technical means for the design of pile foundation projects.
Currently, the calculation of pile foundation settlement mostly relies on the Mindlin-Geddes stress solution. To meet accuracy requirements, this method demands a detailed subdivision of soil strata, resulting in a cumbersome and inefficient computational process. To improve computational efficiency, by combining the Mindlin-Geddes stress solution with the layered summation method, the integral expressions of the average vertical stress influence coefficient were derived, and the pile foundation settlement calculation formulas were improved. Meanwhile, calculation tables of the average vertical stress influence coefficients under different resistance distribution patterns were compiled. Through the calculation and analysis of a dimensionless stress area example and an engineering case, the results show that the average vertical stress influence coefficient method agrees well with the calculation results of the standard method, the accuracy meets the requirements. Moreover, it does not need to further subdivide each soil layer for calculation, effectively improves the efficiency and accuracy of pile foundation settlement calculation, and provides new calculation methods and technical means for the design of pile foundation projects.
2026, 40(4): 481-487.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0157
Abstract:
Pressuremeter test is an important in-situ testing method in geotechnical engineering investigation, while the two calibration tests of elastic membrane binding force and instrument comprehensive deformation are very important. However, traditional calibration methods rely on manual operations and use inaccurate empirical models, which have many limitations. Based on Python, this study optimizes the calibration algorithms for the two tests of pressuremeter test, constructing a linear least squares model for instrument comprehensive deformation calibration and a nonlinear cubic polynomial least squares model for elastic membrane binding force calibration. The analysis shows that the slope calculation of the instrument comprehensive deformation calibration model is reasonable, with uniformly distributed residuals; the cubic polynomial model has an excellent fitting effect on elastic membrane binding force calibration, and regularization is introduced to mitigate overfitting. The research indicates that Python has obvious advantages in pressuremeter test data processing, and the accuracy of pressuremeter test results can be improved using the optimized algorithms.
Pressuremeter test is an important in-situ testing method in geotechnical engineering investigation, while the two calibration tests of elastic membrane binding force and instrument comprehensive deformation are very important. However, traditional calibration methods rely on manual operations and use inaccurate empirical models, which have many limitations. Based on Python, this study optimizes the calibration algorithms for the two tests of pressuremeter test, constructing a linear least squares model for instrument comprehensive deformation calibration and a nonlinear cubic polynomial least squares model for elastic membrane binding force calibration. The analysis shows that the slope calculation of the instrument comprehensive deformation calibration model is reasonable, with uniformly distributed residuals; the cubic polynomial model has an excellent fitting effect on elastic membrane binding force calibration, and regularization is introduced to mitigate overfitting. The research indicates that Python has obvious advantages in pressuremeter test data processing, and the accuracy of pressuremeter test results can be improved using the optimized algorithms.
2026, 40(4): 488-493.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0359
Abstract:
With the improvement of urbanization, the environmental conditions of foundation excavation are becoming increasingly complex. Single-row-pile wall as a kind of retaining structure can no longer meet requirements alone, and often work together with strut. In areas where strut is limited, the application of double-row or even multi-row pile retaining structure is very necessary. At present, the acceptance of double-row pile retaining structure is relatively wide, and there are mature design methods. Although multiple-row piles have been used in practice, the calculation method and stress mode have not yet been unified. Based on practical engineering projects, this study systematically investigates the design methodology for retaining systems that combine single-row and double-row piles. Through an analysis of pile-soil deformation compatibility, it is concluded that the synergistic load-bearing mechanism between the rear piles and the double-row piles is primarily achieved through inclined struts. The calculation model is simplified to pile-pile coordinated deformation, and a calculation method is proposed in which rear row piles and double-row piles are calculated separately with deformation coordinated by inclined strut members. Meanwhile, the equivalent model method and finite element method for this retaining system were studied. Comparative analysis with field monitoring data verifies the rationality and feasibility of the proposed method, which can provide references for similar engineering projects.
With the improvement of urbanization, the environmental conditions of foundation excavation are becoming increasingly complex. Single-row-pile wall as a kind of retaining structure can no longer meet requirements alone, and often work together with strut. In areas where strut is limited, the application of double-row or even multi-row pile retaining structure is very necessary. At present, the acceptance of double-row pile retaining structure is relatively wide, and there are mature design methods. Although multiple-row piles have been used in practice, the calculation method and stress mode have not yet been unified. Based on practical engineering projects, this study systematically investigates the design methodology for retaining systems that combine single-row and double-row piles. Through an analysis of pile-soil deformation compatibility, it is concluded that the synergistic load-bearing mechanism between the rear piles and the double-row piles is primarily achieved through inclined struts. The calculation model is simplified to pile-pile coordinated deformation, and a calculation method is proposed in which rear row piles and double-row piles are calculated separately with deformation coordinated by inclined strut members. Meanwhile, the equivalent model method and finite element method for this retaining system were studied. Comparative analysis with field monitoring data verifies the rationality and feasibility of the proposed method, which can provide references for similar engineering projects.
2026, 40(4): 494-503.
doi: 10.20265/j.cnki.issn.1007-2993.2026-0176
Abstract:
Against the backdrop of the coordinated development of urban renewal and heritage building conservation, taking the 42C plot of Block 42 in Shanghai Suhe Bay as a case study, this paper addresses the stability challenges of historical building facades induced by deep foundation pit construction disturbances. An active protection scheme integrating “anchor static-pressed steel pipe pile underpinning and back-braced steel frame strengthening” was proposed. The mechanical reliability of this scheme was verified through single pile bearing capacity calculations and raft punching shear verifications. To systematically evaluate the impact of construction on the retained building and the surrounding environment, a three-dimensional finite element model was established using Midas GTS NX software. The entire process, from mixing pile construction and diaphragm wall trenching to foundation pit excavation, was simulated to analyze structural deformation and internal force responses. Additionally, a specialized analysis of the temporary strengthening system was conducted using Midas Gen 2020 software. The results indicate that the proposed underpinning and strengthening scheme can effectively control the deformation and structural internal forces of the retained historical facade and its foundation, with all indicators meeting current code requirements. Meanwhile, the deformation of the adjacent subway tunnel is strictly controlled, and the tunnel response remains well below the engineering safety control limits. This study can provide valuable technical references for similar projects.
Against the backdrop of the coordinated development of urban renewal and heritage building conservation, taking the 42C plot of Block 42 in Shanghai Suhe Bay as a case study, this paper addresses the stability challenges of historical building facades induced by deep foundation pit construction disturbances. An active protection scheme integrating “anchor static-pressed steel pipe pile underpinning and back-braced steel frame strengthening” was proposed. The mechanical reliability of this scheme was verified through single pile bearing capacity calculations and raft punching shear verifications. To systematically evaluate the impact of construction on the retained building and the surrounding environment, a three-dimensional finite element model was established using Midas GTS NX software. The entire process, from mixing pile construction and diaphragm wall trenching to foundation pit excavation, was simulated to analyze structural deformation and internal force responses. Additionally, a specialized analysis of the temporary strengthening system was conducted using Midas Gen 2020 software. The results indicate that the proposed underpinning and strengthening scheme can effectively control the deformation and structural internal forces of the retained historical facade and its foundation, with all indicators meeting current code requirements. Meanwhile, the deformation of the adjacent subway tunnel is strictly controlled, and the tunnel response remains well below the engineering safety control limits. This study can provide valuable technical references for similar projects.
2026, 40(4): 504-512.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0216
Abstract:
Granite weathered strata are characterized by high sand content, tight clay cementation, and easy softening and disintegration upon contact with water. Bored cast-in-place piles are generally constructed with slurry-supported walls, under which a mud cake will form around the pile shaft. By collecting two engineering cases where bored cast-in-place piles failed to meet bearing capacity requirements, combined with test data and field excavation verification, the characteristics of the mud cake of bored cast-in-place piles in granite weathered strata were summarized. The study shows that the shaft mud cake of bored cast-in-place piles in granite weathered strata has a relativety large thickness and properties similar to soft plastic clay. The shaft resistance is manifested as the resistance between the pile concrete and the mud cake,which exerts a significant impact on the bearing capacity of single piles. Engineering practice demonstrates that pile side post-grouting treatment effectively eliminates the adverse effects of mud cake on side resistance. However, this treatment shows limited reinforcement effect on surrounding soils. After treatment, the pile side resistance can be determined based on the inherent properties of the granite weathered strara itself.
Granite weathered strata are characterized by high sand content, tight clay cementation, and easy softening and disintegration upon contact with water. Bored cast-in-place piles are generally constructed with slurry-supported walls, under which a mud cake will form around the pile shaft. By collecting two engineering cases where bored cast-in-place piles failed to meet bearing capacity requirements, combined with test data and field excavation verification, the characteristics of the mud cake of bored cast-in-place piles in granite weathered strata were summarized. The study shows that the shaft mud cake of bored cast-in-place piles in granite weathered strata has a relativety large thickness and properties similar to soft plastic clay. The shaft resistance is manifested as the resistance between the pile concrete and the mud cake,which exerts a significant impact on the bearing capacity of single piles. Engineering practice demonstrates that pile side post-grouting treatment effectively eliminates the adverse effects of mud cake on side resistance. However, this treatment shows limited reinforcement effect on surrounding soils. After treatment, the pile side resistance can be determined based on the inherent properties of the granite weathered strara itself.
2026, 40(4): 513-519.
doi: 10.20265/j.cnki.issn.1007-2993.2024-0452
Abstract:
The dynamic response of a single pile in homogeneous unsaturated soil subjected to vertical harmonic load is investigated. The soil around the pile is regarded as a solid-liquid-gas three-phase medium, and a simplified vertical vibration model of a single pile in unsaturated soil under harmonic load is established. The three-dimensional dynamic governing equation of unsaturated soil was simplified by using Novak's thin-layer theory. After solving the vibration impedance factor of unsaturated soil, combined with the boundary conditions of pile and soil, the vibration balance equation of the pile was solved, and the expressions of the complex stiffness at the pile top and the internal force of the pile were obtained. The correctness of the model and solution is verified by comparison calculation, and the influence of relevant parameters on the dynamic characteristics of pile foundation are discussed. The results show that the dynamic stiffness factor increases with the increase of frequency, while the damping factor remains unchanged. The saturation degree has little effect on the stiffness factor and the damping factor, which decreases as the saturation degree increases. The pile-to-soil modulus ratio has a significant effect on dynamic behaviors of pile in unsaturated soil. With the increase of the pile-to-soil modulus ratio, the amplitude of the complex stiffness of pile top and the frequency interval corresponding to the peak value gradually increase. Permeability has little effect on the complex stiffness of pile top. Under different excitation frequencies, the internal force and displacement of the pile shaft vary significantly, and the greater the frequency, the greater the peak value of the displacement and internal force amplitude of the pile shaft.
The dynamic response of a single pile in homogeneous unsaturated soil subjected to vertical harmonic load is investigated. The soil around the pile is regarded as a solid-liquid-gas three-phase medium, and a simplified vertical vibration model of a single pile in unsaturated soil under harmonic load is established. The three-dimensional dynamic governing equation of unsaturated soil was simplified by using Novak's thin-layer theory. After solving the vibration impedance factor of unsaturated soil, combined with the boundary conditions of pile and soil, the vibration balance equation of the pile was solved, and the expressions of the complex stiffness at the pile top and the internal force of the pile were obtained. The correctness of the model and solution is verified by comparison calculation, and the influence of relevant parameters on the dynamic characteristics of pile foundation are discussed. The results show that the dynamic stiffness factor increases with the increase of frequency, while the damping factor remains unchanged. The saturation degree has little effect on the stiffness factor and the damping factor, which decreases as the saturation degree increases. The pile-to-soil modulus ratio has a significant effect on dynamic behaviors of pile in unsaturated soil. With the increase of the pile-to-soil modulus ratio, the amplitude of the complex stiffness of pile top and the frequency interval corresponding to the peak value gradually increase. Permeability has little effect on the complex stiffness of pile top. Under different excitation frequencies, the internal force and displacement of the pile shaft vary significantly, and the greater the frequency, the greater the peak value of the displacement and internal force amplitude of the pile shaft.
2026, 40(4): 520-525.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0243
Abstract:
Subway leaks are a common disease that threatens operational safety, especially in areas where groundwater levels rise significantly. If leakage control does not fully consider changes in seepage paths, groundwater levels and water pressure, secondary diseases may easily occur. This paper takes the leakage control project of Beijing subway operating lines as a case to analyze three types of secondary diseases caused by improper management (only blocking downstream points without blocking water sources, not monitoring peripheral water level changes after treatment, and ignoring the pressure bearing capacity of existing weak points): changes in seepage paths lead to the emergence of new leakage points, rising groundwater level causes water inflow into shield doors, and increasing groundwater pressure breaks through pre-buried grouting pipes. Studies have shown that secondary diseases are rooted in the disturbance and imbalance of groundwater movement systems (path-water level-water pressure) caused by management behaviors. It is proposed that leakage control should follow a comprehensive prevention and control strategy of “source control first, path management supplemented, and water level and water pressure monitoring and dredging equally” to provide technical guidance for subway leakage control under similar complex hydrogeological conditions.
Subway leaks are a common disease that threatens operational safety, especially in areas where groundwater levels rise significantly. If leakage control does not fully consider changes in seepage paths, groundwater levels and water pressure, secondary diseases may easily occur. This paper takes the leakage control project of Beijing subway operating lines as a case to analyze three types of secondary diseases caused by improper management (only blocking downstream points without blocking water sources, not monitoring peripheral water level changes after treatment, and ignoring the pressure bearing capacity of existing weak points): changes in seepage paths lead to the emergence of new leakage points, rising groundwater level causes water inflow into shield doors, and increasing groundwater pressure breaks through pre-buried grouting pipes. Studies have shown that secondary diseases are rooted in the disturbance and imbalance of groundwater movement systems (path-water level-water pressure) caused by management behaviors. It is proposed that leakage control should follow a comprehensive prevention and control strategy of “source control first, path management supplemented, and water level and water pressure monitoring and dredging equally” to provide technical guidance for subway leakage control under similar complex hydrogeological conditions.
2026, 40(4): 526-533.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0077
Abstract:
Based on the analysis of the regional geological background of the Binhai New Area, this paper statistically analyzed the equivalent shear wave velocity of foundation soils and the site overburden thickness from more than a hundred projects in the Binhai New Area. It also classified the site categories of the Binhai New Area and provided the distribution range and ground motion parameters for different architectural sites. Furthermore, the paper conducted liquefaction determination for 3932 geotechnical investigation boreholes in the Binhai New Area. By integrating the actual spouting sand investigation points from seismic surveys and the distribution of non-liquefaction investigation boreholes in the Binhai New Area, the paper delineated the distribution range and liquefaction grade zoning of the liquefiable soil layers. The study results indicate: (1) The equivalent shear wave velocity of foundation soil above 20 m depth is generally 140.0~170.0 m/s, corresponding to soft to medium-soft soils. The site overburden thickness is mostly 90~100 m. (2) Most areas in the Binhai New Area are categorized as Class Ⅳ sites, with only the northern Binhai Tourism Area, the western Airport Economic Area, and the area west of Beidagang Reservoir classified as Class Ⅲ sites. (3) Liquefiable zones are primarily distributed in parts of Hangu, Tanggu, and Dagang, with moderate liquefaction areas mainly in the Dagang District, southern Hangu District, Junliangcheng, and near the Haihe River in Tanggu. Severe liquefaction areas are only distributed near the Sino-Singapore Tianjin Eco-City.
Based on the analysis of the regional geological background of the Binhai New Area, this paper statistically analyzed the equivalent shear wave velocity of foundation soils and the site overburden thickness from more than a hundred projects in the Binhai New Area. It also classified the site categories of the Binhai New Area and provided the distribution range and ground motion parameters for different architectural sites. Furthermore, the paper conducted liquefaction determination for 3932 geotechnical investigation boreholes in the Binhai New Area. By integrating the actual spouting sand investigation points from seismic surveys and the distribution of non-liquefaction investigation boreholes in the Binhai New Area, the paper delineated the distribution range and liquefaction grade zoning of the liquefiable soil layers. The study results indicate: (1) The equivalent shear wave velocity of foundation soil above 20 m depth is generally 140.0~170.0 m/s, corresponding to soft to medium-soft soils. The site overburden thickness is mostly 90~100 m. (2) Most areas in the Binhai New Area are categorized as Class Ⅳ sites, with only the northern Binhai Tourism Area, the western Airport Economic Area, and the area west of Beidagang Reservoir classified as Class Ⅲ sites. (3) Liquefiable zones are primarily distributed in parts of Hangu, Tanggu, and Dagang, with moderate liquefaction areas mainly in the Dagang District, southern Hangu District, Junliangcheng, and near the Haihe River in Tanggu. Severe liquefaction areas are only distributed near the Sino-Singapore Tianjin Eco-City.
2026, 40(4): 534-541.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0126
Abstract:
The liquefaction of saturated sandy soil under the influence of near-fault pulse seismic loading exacerbates the buoyancy and destruction of buried pipelines, posing a serious threat to their long-term safe operation. To investigate the dynamic response of buried pipelines under near-fault pulse seismic loading, this paper proposes a method for generating non-stationary near-fault seismic motion time histories based on the spectral-stochastic function method. Based on the generated near-fault pulse seismic motion, the liquefaction mechanism and dynamic response of buried pipelines in sandy soil foundations under near-fault pulse seismic loading are systematically studied, and the differences from the dynamic response of buried pipelines under non-pulse seismic loading are analyzed. The results show that the synthesized seismic motion containing low-frequency pulses can effectively simulate the pulse characteristics of near-fault seismic motion; under seismic loading, the rise in pore water pressure and the loss of effective stress in the soil lead to soil liquefaction, causing pipeline drift and buoyancy. The pulse-type seismic loading has a greater impact on the dynamic response of the pipeline, causing greater damage and posing a serious threat to the safe operation of the pipeline.
The liquefaction of saturated sandy soil under the influence of near-fault pulse seismic loading exacerbates the buoyancy and destruction of buried pipelines, posing a serious threat to their long-term safe operation. To investigate the dynamic response of buried pipelines under near-fault pulse seismic loading, this paper proposes a method for generating non-stationary near-fault seismic motion time histories based on the spectral-stochastic function method. Based on the generated near-fault pulse seismic motion, the liquefaction mechanism and dynamic response of buried pipelines in sandy soil foundations under near-fault pulse seismic loading are systematically studied, and the differences from the dynamic response of buried pipelines under non-pulse seismic loading are analyzed. The results show that the synthesized seismic motion containing low-frequency pulses can effectively simulate the pulse characteristics of near-fault seismic motion; under seismic loading, the rise in pore water pressure and the loss of effective stress in the soil lead to soil liquefaction, causing pipeline drift and buoyancy. The pulse-type seismic loading has a greater impact on the dynamic response of the pipeline, causing greater damage and posing a serious threat to the safe operation of the pipeline.
2026, 40(4): 542-551.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0039
Abstract:
Ground Penetrating Radar (GPR) is a shallow detection technology widely used in municipal pipeline detection. To enhance the understanding of GPR image characteristics for underground pipeline detection, refine the identification effects of GPR under different working conditions, and improve the interpretation accuracy of radar data, this research starts from the principles of GPR detection, finite-difference time-domain (FDTD) simulation, and on-site pipeline detection scenarios. Using the forward modeling software gprMax, models with different factors were established, including various materials, shapes, pipe diameters, burial depths, water-filling degrees, and heterogeneous media. The characteristics of forward modeling profiles were summarized, the forming factors of corresponding response characteristics were analyzed, and the impacts of different parameters on detection effects were sorted out. Through the comparison between simulation and field measurement results, it is proven that forward modeling analysis can provide references for engineering field measurements.
Ground Penetrating Radar (GPR) is a shallow detection technology widely used in municipal pipeline detection. To enhance the understanding of GPR image characteristics for underground pipeline detection, refine the identification effects of GPR under different working conditions, and improve the interpretation accuracy of radar data, this research starts from the principles of GPR detection, finite-difference time-domain (FDTD) simulation, and on-site pipeline detection scenarios. Using the forward modeling software gprMax, models with different factors were established, including various materials, shapes, pipe diameters, burial depths, water-filling degrees, and heterogeneous media. The characteristics of forward modeling profiles were summarized, the forming factors of corresponding response characteristics were analyzed, and the impacts of different parameters on detection effects were sorted out. Through the comparison between simulation and field measurement results, it is proven that forward modeling analysis can provide references for engineering field measurements.
2026, 40(4): 552-558.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0062
Abstract:
Aiming at the problems of wide distribution, long service life and lack of data of underground civil air defense projects in the old urban areas within the third ring road of Zhengzhou City, this study adopts the natural-source microtremor exploration technology for urban underground space detection. Taking the known underground civil air defense project of a middle school as the geological model, the applicability of this technology is evaluated by comparing the detection effects of various observation arrays including circular, rhombus, cross and linear arrays. The results show that two-dimensional observation arrays, especially multi-circular and rhombus arrays, have better detection performance than one-dimensional linear arrays, with high planar positioning accuracy and small depth error, which can effectively identify the spatial distribution characteristics of underground air-raid shelters. This method has the advantages of simple operation, high efficiency and non-destructive testing. It provides a reliable technical means for urban underground space detection and is of great practical significance for the popularization and application of microtremor exploration technology.
Aiming at the problems of wide distribution, long service life and lack of data of underground civil air defense projects in the old urban areas within the third ring road of Zhengzhou City, this study adopts the natural-source microtremor exploration technology for urban underground space detection. Taking the known underground civil air defense project of a middle school as the geological model, the applicability of this technology is evaluated by comparing the detection effects of various observation arrays including circular, rhombus, cross and linear arrays. The results show that two-dimensional observation arrays, especially multi-circular and rhombus arrays, have better detection performance than one-dimensional linear arrays, with high planar positioning accuracy and small depth error, which can effectively identify the spatial distribution characteristics of underground air-raid shelters. This method has the advantages of simple operation, high efficiency and non-destructive testing. It provides a reliable technical means for urban underground space detection and is of great practical significance for the popularization and application of microtremor exploration technology.
2026, 40(4): 559-564.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0181
Abstract:
To realize strain monitoring of concrete raft foundation structures, a strain monitoring system based on distributed optical fiber sensing technology was designed and constructed with the concrete raft foundation of a residential project in Kunshan as the engineering background. Laboratory tests and on site monitoring investigations were carried out. Laboratory test results show that the strain transfer efficiency of 5 mm steel strand cased optical fiber reaches 0.9968, which verifies the reliability of this type of optical fiber in practical engineering. Based on the laboratory test results, 5 mm steel strand cased optical fibers were embedded in the concrete raft foundation, which can accurately record the internal strain evolution law of the raft foundation. After concrete pouring, the strain changes drastically during the temperature rising stage with a maximum value of 75 μɛ. The strain further increases during the cooling stage due to temperature gradient, with a peak value of approximately 125 μɛ. As the temperature tends to stabilize, strain growth gradually slows down and begins to decrease in most regions. The research achievements provide engineering application techniques for monitoring the health condition of concrete raft foundations using distributed optical fiber sensing technology.
To realize strain monitoring of concrete raft foundation structures, a strain monitoring system based on distributed optical fiber sensing technology was designed and constructed with the concrete raft foundation of a residential project in Kunshan as the engineering background. Laboratory tests and on site monitoring investigations were carried out. Laboratory test results show that the strain transfer efficiency of 5 mm steel strand cased optical fiber reaches 0.9968, which verifies the reliability of this type of optical fiber in practical engineering. Based on the laboratory test results, 5 mm steel strand cased optical fibers were embedded in the concrete raft foundation, which can accurately record the internal strain evolution law of the raft foundation. After concrete pouring, the strain changes drastically during the temperature rising stage with a maximum value of 75 μɛ. The strain further increases during the cooling stage due to temperature gradient, with a peak value of approximately 125 μɛ. As the temperature tends to stabilize, strain growth gradually slows down and begins to decrease in most regions. The research achievements provide engineering application techniques for monitoring the health condition of concrete raft foundations using distributed optical fiber sensing technology.
2026, 40(4): 565-575.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0072
Abstract:
Based on thermo-poroelastic theory and accounting for the thermo-osmotic effect, this work investigates the poroelastic behavior of dual steel casing−cement sheath−formation subject to inner casing pressure and thermal loading. According to the model validation, the model well reproduces the experimental data in the existing literature. The model results show that compared with the drained cement sheath 2, the undrained cement sheath 1 is more susceptible to radial cracking and interface debonding; compared with the application of 50 MPa inner casing pressure, −100 ℃ thermal loading induce higher negative pore pressure at interface 1 of cement sheath 1, whose pore water pressure reach as much as −26.4 MPa, the high negative pore water pressure leads to high effective tensile stress at interface 1, resulting in the radial cracking and debonding of interface 1; when the thermo-osmotic coefficient of cement sheath is higher than 1×10−12 m2/(℃∙s), the thermo-osmotic effect leads to higher negative pore water pressure and thus higher effective tensile stress at interface 1, resulting in radial cracking and interface debonding at interface 1.
Based on thermo-poroelastic theory and accounting for the thermo-osmotic effect, this work investigates the poroelastic behavior of dual steel casing−cement sheath−formation subject to inner casing pressure and thermal loading. According to the model validation, the model well reproduces the experimental data in the existing literature. The model results show that compared with the drained cement sheath 2, the undrained cement sheath 1 is more susceptible to radial cracking and interface debonding; compared with the application of 50 MPa inner casing pressure, −100 ℃ thermal loading induce higher negative pore pressure at interface 1 of cement sheath 1, whose pore water pressure reach as much as −26.4 MPa, the high negative pore water pressure leads to high effective tensile stress at interface 1, resulting in the radial cracking and debonding of interface 1; when the thermo-osmotic coefficient of cement sheath is higher than 1×10−12 m2/(℃∙s), the thermo-osmotic effect leads to higher negative pore water pressure and thus higher effective tensile stress at interface 1, resulting in radial cracking and interface debonding at interface 1.
2026, 40(4): 576-589.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0171
Abstract:
To enhance the strength characteristics and engineering properties of expansive soils while utilizing multiple typical industrial solid wastes, this study explores an improvement technique for expansive soils based on the resource utilization of industrial solid wastes. The research employed five types of industrial solid wastes—blast furnace slag powder, phosphogypsum, fly ash, silica fume, and steel slag micro-powder—as soil amendments. Four dosage levels of 0%, 5%, 10%, and 15% were selected for each amendment. The physical property indicators, strength characteristics, and engineering property indicators of the improved expansive soils were measured. The influence of the type and dosage of industrial solid waste amendments on the performance of expansive soils was analyzed. The results show that the addition of all five industrial solid waste amendments reduced the plasticity range of the expansive soil, with blast furnace slag powder demonstrating the most significant improvement, achieving a 71.53% reduction in the plasticity index. When the amendment dosage reached 10%, all improved expansive soils essentially met the criteria for non-expansive soils. The incorporation of industrial solid wastes effectively reduced the free swell rate and volumetric shrinkage rate of the expansive soil. The free swell rate and the volumetric shrinkage rate decreased by 49.37% and 83.82% for blast furnace slag powder, respectively. The free swell rate and the volumetric shrinkage rate decreased by 61.58% and 80.33% for silica fume, respectively. A significant linear relationship was observed between the amendment dosage and the swell-shrink characteristics of the expansive soil. As the amendment dosage increased, the maximum dry density gradually rose, and both the maximum dry density and optimum moisture content exhibited a significant linear correlation with the amendment dosage, providing a quadratic polynomial quantitative model for expansive soil improvement technology. The industrial solid waste amendments significantly enhanced the strength of the expansive soil, with blast furnace slag powder showing the greatest improvement in compressive strength, followed by silica fume and steel slag micro-powder, while phosphogypsum and fly ash performed relatively poorly. The bearing capacity of all solid waste-improved expansive soils was higher than that of the untreated soil, with the California Bearing Ratio (CBR) values of blast furnace slag powder- and silica fume-improved soils increasing remarkably, demonstrating excellent load-bearing capacity. The research findings are expected to provide theoretical support for the innovative development of expansive soil improvement technology, promote the refinement and sustainability of such techniques, and further advance the application of industrial solid waste resource utilization in civil engineering.
To enhance the strength characteristics and engineering properties of expansive soils while utilizing multiple typical industrial solid wastes, this study explores an improvement technique for expansive soils based on the resource utilization of industrial solid wastes. The research employed five types of industrial solid wastes—blast furnace slag powder, phosphogypsum, fly ash, silica fume, and steel slag micro-powder—as soil amendments. Four dosage levels of 0%, 5%, 10%, and 15% were selected for each amendment. The physical property indicators, strength characteristics, and engineering property indicators of the improved expansive soils were measured. The influence of the type and dosage of industrial solid waste amendments on the performance of expansive soils was analyzed. The results show that the addition of all five industrial solid waste amendments reduced the plasticity range of the expansive soil, with blast furnace slag powder demonstrating the most significant improvement, achieving a 71.53% reduction in the plasticity index. When the amendment dosage reached 10%, all improved expansive soils essentially met the criteria for non-expansive soils. The incorporation of industrial solid wastes effectively reduced the free swell rate and volumetric shrinkage rate of the expansive soil. The free swell rate and the volumetric shrinkage rate decreased by 49.37% and 83.82% for blast furnace slag powder, respectively. The free swell rate and the volumetric shrinkage rate decreased by 61.58% and 80.33% for silica fume, respectively. A significant linear relationship was observed between the amendment dosage and the swell-shrink characteristics of the expansive soil. As the amendment dosage increased, the maximum dry density gradually rose, and both the maximum dry density and optimum moisture content exhibited a significant linear correlation with the amendment dosage, providing a quadratic polynomial quantitative model for expansive soil improvement technology. The industrial solid waste amendments significantly enhanced the strength of the expansive soil, with blast furnace slag powder showing the greatest improvement in compressive strength, followed by silica fume and steel slag micro-powder, while phosphogypsum and fly ash performed relatively poorly. The bearing capacity of all solid waste-improved expansive soils was higher than that of the untreated soil, with the California Bearing Ratio (CBR) values of blast furnace slag powder- and silica fume-improved soils increasing remarkably, demonstrating excellent load-bearing capacity. The research findings are expected to provide theoretical support for the innovative development of expansive soil improvement technology, promote the refinement and sustainability of such techniques, and further advance the application of industrial solid waste resource utilization in civil engineering.
2026, 40(4): 590-597.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0206
Abstract:
The resistivity of fractured rock is a key parameter in geophysical exploration, and its frequency-dependent characteristics play a crucial role in determining the accuracy of data interpretation. In this study, resistivity tests were conducted on fractured rock specimens with varying fracture inclinations and fly ash contents under different frequencies (100 Hz, 10 kHz, 100 kHz, and 200 kHz). The objective was to investigate the response of rock resistivity to frequency variations. The experimental results show that resistivity is generally negatively correlated with frequency. In the high-frequency range (10～200 kHz), resistivity changes are more stable compared with those in the low-frequency range (100～10000 Hz). Moreover, the rate of resistivity reduction decreases progressively with increasing frequency until it approaches a stable value. Curve fitting further demonstrates that, under different experimental conditions, the resistivity of fractured rock exhibits a strong exponential relationship with frequency, with a good fitting performance. The research can provide effective theoretical data for dynamic monitoring and safety assessment of rock mass grouting engineering.
The resistivity of fractured rock is a key parameter in geophysical exploration, and its frequency-dependent characteristics play a crucial role in determining the accuracy of data interpretation. In this study, resistivity tests were conducted on fractured rock specimens with varying fracture inclinations and fly ash contents under different frequencies (100 Hz, 10 kHz, 100 kHz, and 200 kHz). The objective was to investigate the response of rock resistivity to frequency variations. The experimental results show that resistivity is generally negatively correlated with frequency. In the high-frequency range (10～200 kHz), resistivity changes are more stable compared with those in the low-frequency range (100～10000 Hz). Moreover, the rate of resistivity reduction decreases progressively with increasing frequency until it approaches a stable value. Curve fitting further demonstrates that, under different experimental conditions, the resistivity of fractured rock exhibits a strong exponential relationship with frequency, with a good fitting performance. The research can provide effective theoretical data for dynamic monitoring and safety assessment of rock mass grouting engineering.
2026, 40(4): 598-607.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0125
Abstract:
Under long-term traffic loading, the clay subgrade of mountainous highways is prone to form shear bands due to the expansion of internal initial damage, which can subsequently trigger sudden instability disasters. To reveal the dynamic shear failure characteristics of damaged subgrades, this study employs a multifunctional soil-structure interface cyclic shear tester. By simulating the original defects of the subgrade with prefabricated shear surfaces, the study focuses on investigating the influence of traffic loading frequency, subgrade soil moisture content, and normal stress amplitude on shear safety performance. The results indicate that an increase in loading frequency slightly enhances the peak shear stress but significantly increases its corresponding shear displacement. The effect of moisture content on the peak shear stress exhibits a non-monotonic trend, decreasing first and then increasing. A notable stress weakening phenomenon is observed at low moisture content. An increase in normal stress amplitude significantly enhances the peak shear stress. The difference between the upper and lower peak shear stresses (Δτ) increases in an “upward convex” manner with shear displacement, and decreases with increasing frequency during the large displacement stage. Additionally, Δτ exhibits a significant exponential growth characteristic with the increase of water content and normal stress. The equivalent internal friction angles corresponding to the upper and lower peak states range from 23° to 45° and 15° to 40°, respectively, and both increase with the increase of normal stress amplitude. The research findings can provide data support for early warning of subgrade dynamic instability and safety enhancement.
Under long-term traffic loading, the clay subgrade of mountainous highways is prone to form shear bands due to the expansion of internal initial damage, which can subsequently trigger sudden instability disasters. To reveal the dynamic shear failure characteristics of damaged subgrades, this study employs a multifunctional soil-structure interface cyclic shear tester. By simulating the original defects of the subgrade with prefabricated shear surfaces, the study focuses on investigating the influence of traffic loading frequency, subgrade soil moisture content, and normal stress amplitude on shear safety performance. The results indicate that an increase in loading frequency slightly enhances the peak shear stress but significantly increases its corresponding shear displacement. The effect of moisture content on the peak shear stress exhibits a non-monotonic trend, decreasing first and then increasing. A notable stress weakening phenomenon is observed at low moisture content. An increase in normal stress amplitude significantly enhances the peak shear stress. The difference between the upper and lower peak shear stresses (Δτ) increases in an “upward convex” manner with shear displacement, and decreases with increasing frequency during the large displacement stage. Additionally, Δτ exhibits a significant exponential growth characteristic with the increase of water content and normal stress. The equivalent internal friction angles corresponding to the upper and lower peak states range from 23° to 45° and 15° to 40°, respectively, and both increase with the increase of normal stress amplitude. The research findings can provide data support for early warning of subgrade dynamic instability and safety enhancement.
2026, 40(4): 608-615.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0210
Abstract:
To reveal the crack propagation patterns and the underlying mechanisms of controlling factors in sandstone containing elliptical holes under compression-shear loading, mesoscopic mechanical parameters for the sandstone’s numerical model were calibrated based on laboratory test results. Numerical tests under compression-shear loading were conducted for various hole inclination angles and aspect ratios, followed by analysis of crack propagation behavior and the mechanistic effects of influencing factors. The research findings indicate: (1) Peak shear stress, crack initiation stress, and their difference all exhibit a trend of first decreasing and then increasing with increasing pore inclination angle. When the hole inclination angle reaches 60°, all three parameters reach their minimum values, indicating that specimens are most prone to reaching a failure state under this condition. (2) The average crack initiation angle follows a triphasic trend with increasing inclination angle: initial increase, followed by decrease, and final resurgence, reaching maximum (30°) and minimum (120°) values at specific orientations. No significant correlation exists between initiation angles and aspect ratios. (3) While both cavity inclination and aspect ratio significantly govern crack propagation behaviors, their mechanistic controls differ fundamentally. Inclination angle dictates stress redistribution patterns, thereby controlling crack nucleation positions and propagation trajectories. In contrast, aspect ratio modulates localized stress states through geometric confinement effects, ultimately regulating crack evolution dynamics. These findings establish a theoretical foundation for stability assessment and control in cavity-containing rock mass engineering.
To reveal the crack propagation patterns and the underlying mechanisms of controlling factors in sandstone containing elliptical holes under compression-shear loading, mesoscopic mechanical parameters for the sandstone’s numerical model were calibrated based on laboratory test results. Numerical tests under compression-shear loading were conducted for various hole inclination angles and aspect ratios, followed by analysis of crack propagation behavior and the mechanistic effects of influencing factors. The research findings indicate: (1) Peak shear stress, crack initiation stress, and their difference all exhibit a trend of first decreasing and then increasing with increasing pore inclination angle. When the hole inclination angle reaches 60°, all three parameters reach their minimum values, indicating that specimens are most prone to reaching a failure state under this condition. (2) The average crack initiation angle follows a triphasic trend with increasing inclination angle: initial increase, followed by decrease, and final resurgence, reaching maximum (30°) and minimum (120°) values at specific orientations. No significant correlation exists between initiation angles and aspect ratios. (3) While both cavity inclination and aspect ratio significantly govern crack propagation behaviors, their mechanistic controls differ fundamentally. Inclination angle dictates stress redistribution patterns, thereby controlling crack nucleation positions and propagation trajectories. In contrast, aspect ratio modulates localized stress states through geometric confinement effects, ultimately regulating crack evolution dynamics. These findings establish a theoretical foundation for stability assessment and control in cavity-containing rock mass engineering.
2026, 40(4): 616-623.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0174
Abstract:
As the demand for natural aggregates in the construction industry increases, resource shortages and environmental concerns have become more prominent, making the development of artificial aggregates highly significant. This study investigates solid waste-based artificial aggregates prepared from fine sand, clay, cement, and other raw materials, focusing on their mechanical properties and underlying microscopic mechanisms. The unconfined compressive strength tests revealed that when the sample preparation pressure ranged from 5~10 MPa, strength increased significantly, with a slight increase observed between 10~15 MPa. Above 15 MPa, no further increase in strength was observed. Furthermore, the strength of unburned artificial aggregates was notably improved at a 50% agent-to-mud ratio. The addition of clay to fine sand enhanced soil properties, with strength peaking when 40% clay was added; however, excessive clay content reduced strength. Microstructural analysis using scanning electron microscopy (SEM) and mercury intrusion porosimetry (MIP) indicated that the sample with a 50% cement ratio exhibited the highest and most evenly distributed hydration products. In contrast, the 75% cement ratio sample formed a lamellar structure that hindered cement hydration, leading to reduced strength. Pore diameters were mainly in the 5~20 nm range under a 15 MPa preparation pressure. This study establishes the optimal parameters for producing solid waste-based artificial aggregates, offering a theoretical and technical foundation for addressing natural aggregate shortages and promoting sustainable resource utilization.
As the demand for natural aggregates in the construction industry increases, resource shortages and environmental concerns have become more prominent, making the development of artificial aggregates highly significant. This study investigates solid waste-based artificial aggregates prepared from fine sand, clay, cement, and other raw materials, focusing on their mechanical properties and underlying microscopic mechanisms. The unconfined compressive strength tests revealed that when the sample preparation pressure ranged from 5~10 MPa, strength increased significantly, with a slight increase observed between 10~15 MPa. Above 15 MPa, no further increase in strength was observed. Furthermore, the strength of unburned artificial aggregates was notably improved at a 50% agent-to-mud ratio. The addition of clay to fine sand enhanced soil properties, with strength peaking when 40% clay was added; however, excessive clay content reduced strength. Microstructural analysis using scanning electron microscopy (SEM) and mercury intrusion porosimetry (MIP) indicated that the sample with a 50% cement ratio exhibited the highest and most evenly distributed hydration products. In contrast, the 75% cement ratio sample formed a lamellar structure that hindered cement hydration, leading to reduced strength. Pore diameters were mainly in the 5~20 nm range under a 15 MPa preparation pressure. This study establishes the optimal parameters for producing solid waste-based artificial aggregates, offering a theoretical and technical foundation for addressing natural aggregate shortages and promoting sustainable resource utilization.
2026, 40(4): 624-632.
doi: 10.20265/j.cnki.issn.1007-2993.2025-0150
Abstract:
Energy piles integrate building pile foundations with ground-source heat pump technology, bearing building loads while also harnessing shallow geothermal energy. This study focuses on optimizing the strength and thermophysical parameters of graphite concrete through the incorporation of graphite and fly ash. Experimental results indicate that a graphite content of 5% yields the best performance, as the addition of graphite enhances heat transfer but its brittle structure adversely affects concrete strength and density. Meanwhile, a fly ash content ranging from 5%～10%, not only significantly boosts the compressive strength of the concrete but also improves its workability and water retention. However, as the fly ash content increases, the thermal conductivity of the graphite concrete gradually decreases, with a 10% fly ash content marking a turning point in this trend. Verification through the construction of a scale model of an energy pile confirms that graphite-fly ash heat transfer-enhanced energy piles can effectively facilitate heat exchange throughout the circulating fluid within the embedded pipes of the pile foundation. This study recommends a graphite content of 5% and a fly ash content of 10%.
Energy piles integrate building pile foundations with ground-source heat pump technology, bearing building loads while also harnessing shallow geothermal energy. This study focuses on optimizing the strength and thermophysical parameters of graphite concrete through the incorporation of graphite and fly ash. Experimental results indicate that a graphite content of 5% yields the best performance, as the addition of graphite enhances heat transfer but its brittle structure adversely affects concrete strength and density. Meanwhile, a fly ash content ranging from 5%～10%, not only significantly boosts the compressive strength of the concrete but also improves its workability and water retention. However, as the fly ash content increases, the thermal conductivity of the graphite concrete gradually decreases, with a 10% fly ash content marking a turning point in this trend. Verification through the construction of a scale model of an energy pile confirms that graphite-fly ash heat transfer-enhanced energy piles can effectively facilitate heat exchange throughout the circulating fluid within the embedded pipes of the pile foundation. This study recommends a graphite content of 5% and a fly ash content of 10%.
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.
ISSN：1007-2993
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