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2026 Vol. 56, No. 10
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2026, 56(10): 1-10.
doi: 10.3724/j.gyjzG25040804
Abstract:
In the era of profound evolution of the business ecosystem and consumption patterns， traditional pedestrian streets， as important existing commercial spaces in cities， urgently need to solve problems like outdated facilities and a lack of vitality. Taking Suzhou’s Guanqian Street as an example， this study constructed a system of influencing factors for the commercial vitality of traditional pedestrian streets， quantified the store entry rate through pedestrian simulation modeling， and analyzed the mechanism by which factors affect the store entry rate using a linear regression model. The study revealed that factors such as the types of urban furniture and business format diversity are closely related to the store entry rate， whereas the number of main shopping spaces has a negative impact. Thus， it is recommended to emphasize implanting cultural functions， enriching business formats， and types of urban furniture during the renewal of traditional pedestrian streets.
In the era of profound evolution of the business ecosystem and consumption patterns， traditional pedestrian streets， as important existing commercial spaces in cities， urgently need to solve problems like outdated facilities and a lack of vitality. Taking Suzhou’s Guanqian Street as an example， this study constructed a system of influencing factors for the commercial vitality of traditional pedestrian streets， quantified the store entry rate through pedestrian simulation modeling， and analyzed the mechanism by which factors affect the store entry rate using a linear regression model. The study revealed that factors such as the types of urban furniture and business format diversity are closely related to the store entry rate， whereas the number of main shopping spaces has a negative impact. Thus， it is recommended to emphasize implanting cultural functions， enriching business formats， and types of urban furniture during the renewal of traditional pedestrian streets.
2026, 56(10): 11-25.
doi: 10.3724/j.gyjzG25092902
Abstract:
This study takes Dianliu New Village in Jinan as a case study. Based on a space-behavior interaction framework and employing methods including questionnaire surveys， space syntax analysis， and POI kernel density analysis， it systematically reveals the two-way coupling relationship between community public space and the daily behaviors of older adults. Specifically， it examines the influence of current public space conditions on the characteristics of elderly spontaneous behaviors， and how these behaviors， in turn， contribute to the functional adaptation and situational shaping of public spaces. Accordingly， this study proposes aging-friendly renewal strategies at three levels： optimizing the overall community layout， upgrading public space units， and improving public facilities along with scene creation. The research aims to provide insights from a behavior-space perspective for the aging-friendly regeneration of old urban communities in China.
This study takes Dianliu New Village in Jinan as a case study. Based on a space-behavior interaction framework and employing methods including questionnaire surveys， space syntax analysis， and POI kernel density analysis， it systematically reveals the two-way coupling relationship between community public space and the daily behaviors of older adults. Specifically， it examines the influence of current public space conditions on the characteristics of elderly spontaneous behaviors， and how these behaviors， in turn， contribute to the functional adaptation and situational shaping of public spaces. Accordingly， this study proposes aging-friendly renewal strategies at three levels： optimizing the overall community layout， upgrading public space units， and improving public facilities along with scene creation. The research aims to provide insights from a behavior-space perspective for the aging-friendly regeneration of old urban communities in China.
2026, 56(10): 26-33.
doi: 10.3724/j.gyjzG25110409
Abstract:
First，by reviewing literature on the layout patterns and production modes of industrial areas and combining them with practical cases，this study summarized their layout patterns into three types：Annular Encasement Type，Axial Belt Insertion Type，and Cluster Dispersion Type. Subsequently，the industrial areas of Harbin from the “156” period were selected as research objects and classified according to these three layout types. Using CFD wind environment simulation software，the wind environment at a pedestrian height of 1. 5 m in summer was simulated，and corresponding values were obtained. These values were then analyzed against selected parameters of external spatial form to identify the influential morphological parameters. By adjusting the values of these influential parameters for the three layout types，further simulations were conducted to explore the main factors affecting the proportion of uncomfortable outdoor wind environment areas in different industrial layout types during summer. The results showed that the full aspect ratio had the primary impact on the proportion of uncomfortable wind areas at pedestrian height in summer，followed by building density and enclosure degree，and finally porosity. Based on these findings，design suggestions from a wind environment perspective were proposed for the renovation of industrial areas in Harbin，aiming to improve airflow at pedestrian height and create a favorable outdoor spatial environment suitable for human activities.
First，by reviewing literature on the layout patterns and production modes of industrial areas and combining them with practical cases，this study summarized their layout patterns into three types：Annular Encasement Type，Axial Belt Insertion Type，and Cluster Dispersion Type. Subsequently，the industrial areas of Harbin from the “156” period were selected as research objects and classified according to these three layout types. Using CFD wind environment simulation software，the wind environment at a pedestrian height of 1. 5 m in summer was simulated，and corresponding values were obtained. These values were then analyzed against selected parameters of external spatial form to identify the influential morphological parameters. By adjusting the values of these influential parameters for the three layout types，further simulations were conducted to explore the main factors affecting the proportion of uncomfortable outdoor wind environment areas in different industrial layout types during summer. The results showed that the full aspect ratio had the primary impact on the proportion of uncomfortable wind areas at pedestrian height in summer，followed by building density and enclosure degree，and finally porosity. Based on these findings，design suggestions from a wind environment perspective were proposed for the renovation of industrial areas in Harbin，aiming to improve airflow at pedestrian height and create a favorable outdoor spatial environment suitable for human activities.
2026, 56(10): 34-46.
doi: 10.3724/j.gyjzG25080901
Abstract:
As China’s urban development model shifts from incremental expansion to stock renewal， how to revitalize industrial architectural heritage and carry out reasonable renovations for its sustainable， recyclable， and renewable reuse has become an important issue in urban renewal. Taking the renovation project of the industrial heritage of the Dongfeng Automobile Factory in Shiyan City as an example， this paper used social network analysis to identify the key nodes in the spatial structure of industrial heritage， revealed the deep-seated laws of spatial structural relationships， and conducted a quantitative analysis on key indicators such as degree centrality， cohension，， and between centrality of its spatial network. It explored cohesive subgroups， the order， and hierarchy of spatial network nodes of industrial heritage. The renovated space has greatly improved in spatial hierarchy， spatial cohesion， and spatial rationality. Aiming to effectively enhance the utilization efficiency and user experience of the renovated industrial heritage space， predict potential contradictions or problems in space usage， conduct quantitative evaluations， and propose corresponding spatial optimization strategies. This study provides a new perspective and methodology for the innovative transformation of industrial heritage and similar urban renewal research topics.
As China’s urban development model shifts from incremental expansion to stock renewal， how to revitalize industrial architectural heritage and carry out reasonable renovations for its sustainable， recyclable， and renewable reuse has become an important issue in urban renewal. Taking the renovation project of the industrial heritage of the Dongfeng Automobile Factory in Shiyan City as an example， this paper used social network analysis to identify the key nodes in the spatial structure of industrial heritage， revealed the deep-seated laws of spatial structural relationships， and conducted a quantitative analysis on key indicators such as degree centrality， cohension，， and between centrality of its spatial network. It explored cohesive subgroups， the order， and hierarchy of spatial network nodes of industrial heritage. The renovated space has greatly improved in spatial hierarchy， spatial cohesion， and spatial rationality. Aiming to effectively enhance the utilization efficiency and user experience of the renovated industrial heritage space， predict potential contradictions or problems in space usage， conduct quantitative evaluations， and propose corresponding spatial optimization strategies. This study provides a new perspective and methodology for the innovative transformation of industrial heritage and similar urban renewal research topics.
2026, 56(10): 47-57.
doi: 10.3724/j.gyjzG25092903
Abstract:
Flexible connections serve as a link between cladding panels and the frame. They are designed to enhance the frame’s stiffness by limiting movement during rare earthquakes， while functioning solely as connections during non-rare earthquakes. To investigate the impact of cladding panels with specific stiffness on the seismic performance of frame structures subjected to varying levels of frequent fortifications and rare earthquakes， fiber models of both bare frames and spatial dynamic limiting frames were developed. A comparative analysis of their dynamic characteristics and responses was conducted. The results indicated that when the cladding panels with a certain stiffness did not slide to the limit point during seismic events， the acceleration and deformation responses of the structure increased relative to that of the bare frame. However， the inter-story drift ratio remained within specification limits， suggesting that the cladding panels primarily contributed to the overall mass of the frame. Conversely， when the cladding panels did slide to the limit point during rare earthquakes， the structural acceleration and deformation responses decreased compared to those of the frame with unrestricted cladding panels. This behavior provided additional stiffness to the frame structure， thereby improving its stability and seismic performance during rare earthquakes.
Flexible connections serve as a link between cladding panels and the frame. They are designed to enhance the frame’s stiffness by limiting movement during rare earthquakes， while functioning solely as connections during non-rare earthquakes. To investigate the impact of cladding panels with specific stiffness on the seismic performance of frame structures subjected to varying levels of frequent fortifications and rare earthquakes， fiber models of both bare frames and spatial dynamic limiting frames were developed. A comparative analysis of their dynamic characteristics and responses was conducted. The results indicated that when the cladding panels with a certain stiffness did not slide to the limit point during seismic events， the acceleration and deformation responses of the structure increased relative to that of the bare frame. However， the inter-story drift ratio remained within specification limits， suggesting that the cladding panels primarily contributed to the overall mass of the frame. Conversely， when the cladding panels did slide to the limit point during rare earthquakes， the structural acceleration and deformation responses decreased compared to those of the frame with unrestricted cladding panels. This behavior provided additional stiffness to the frame structure， thereby improving its stability and seismic performance during rare earthquakes.
2026, 56(10): 58-69.
doi: 10.3724/j.gyjzG25090503
Abstract:
To enhance the seismic performance of rammed earth structures， quasi-static tests were conducted on four rammed earth wall specimens in this study to investigate the influence of a ring beam-structural column system on their seismic performance（including one control wall， W1）. In addition， by varying the material types of the structural columns， the effects of steel tubular columns， concrete-filled steel tubular columns， and reinforced concrete columns on the seismic performance of rammed earth walls were analyzed. The test results indicated that the ring beam-structural column system significantly enhanced the bearing capacity， deformation capacity， ductility， initial stiffness， energy dissipation capacity， and ground peak acceleration of rammed earth walls. This reinforcement system also altered the failure mode from shear to flexural-shear composite， thereby effectively preventing brittle failure. Among the three column types tested， concrete-filled steel tube columns demonstrated the most pronounced enhancement effect. Finally， a calculation formula for the shear capacity of rammed earth walls reinforced with ring beams and structural columns was proposed， with discrepancies between the calculated and experimental values controlled within 12%.
To enhance the seismic performance of rammed earth structures， quasi-static tests were conducted on four rammed earth wall specimens in this study to investigate the influence of a ring beam-structural column system on their seismic performance（including one control wall， W1）. In addition， by varying the material types of the structural columns， the effects of steel tubular columns， concrete-filled steel tubular columns， and reinforced concrete columns on the seismic performance of rammed earth walls were analyzed. The test results indicated that the ring beam-structural column system significantly enhanced the bearing capacity， deformation capacity， ductility， initial stiffness， energy dissipation capacity， and ground peak acceleration of rammed earth walls. This reinforcement system also altered the failure mode from shear to flexural-shear composite， thereby effectively preventing brittle failure. Among the three column types tested， concrete-filled steel tube columns demonstrated the most pronounced enhancement effect. Finally， a calculation formula for the shear capacity of rammed earth walls reinforced with ring beams and structural columns was proposed， with discrepancies between the calculated and experimental values controlled within 12%.
2026, 56(10): 70-82.
doi: 10.3724/j.gyjzG26050401
Abstract:
To investigate the effectiveness of different strengthening techniques in improving the seismic performance of masonry structures in high-seismic-intensity regions， this study took a masonry structure in Tianjin as a case study. The dynamic responses and seismic performance of the structure were examined under seismic intensities of VII （0.1g）， VIII （0.2g）， and IX （0.4g） by applying ground motion inputs including the Tianjin wave， the El Centro wave， and artificial waves. Performance differences among the original structure， the bed-joint reinforced structure， and the seismically isolated structure were compared in terms of damage distribution， inter-story drift ratio， and floor acceleration. The results indicated that the bed-joint reinforcement technique effectively restrained the propagation of diagonal cracks at the corners of wall openings and controlled local damage through the restraint provided by rebars， while its effect on controlling inter-story drift ratios and roof acceleration was limited. The seismic isolation bearings significantly suppressed global structural damage， allowing the upper masonry to remain essentially elastic even under high-intensity excitation. Compared with the non-isolated structure， the inter-story drift ratios of the isolated structure were reduced by 51.91%-96.28% （X-direction） and 39.99%-87.11% （Y-direction）， satisfying the “intact” performance level under all scenarios， while the reduction in peak roof acceleration reached 55.81%-88.79% （X-direction） and 47.20%-88.64% （Y-direction）.
To investigate the effectiveness of different strengthening techniques in improving the seismic performance of masonry structures in high-seismic-intensity regions， this study took a masonry structure in Tianjin as a case study. The dynamic responses and seismic performance of the structure were examined under seismic intensities of VII （0.1g）， VIII （0.2g）， and IX （0.4g） by applying ground motion inputs including the Tianjin wave， the El Centro wave， and artificial waves. Performance differences among the original structure， the bed-joint reinforced structure， and the seismically isolated structure were compared in terms of damage distribution， inter-story drift ratio， and floor acceleration. The results indicated that the bed-joint reinforcement technique effectively restrained the propagation of diagonal cracks at the corners of wall openings and controlled local damage through the restraint provided by rebars， while its effect on controlling inter-story drift ratios and roof acceleration was limited. The seismic isolation bearings significantly suppressed global structural damage， allowing the upper masonry to remain essentially elastic even under high-intensity excitation. Compared with the non-isolated structure， the inter-story drift ratios of the isolated structure were reduced by 51.91%-96.28% （X-direction） and 39.99%-87.11% （Y-direction）， satisfying the “intact” performance level under all scenarios， while the reduction in peak roof acceleration reached 55.81%-88.79% （X-direction） and 47.20%-88.64% （Y-direction）.
2026, 56(10): 83-94.
doi: 10.3724/j.gyjzG25082302
Abstract:
Prefabricated floor systems have been widely utilized in construction due to their advantages of convenient construction and high degree of industrialization. They are primarily categorized into two types： composite floor slabs and fully prefabricated floor slabs. However，transportation constraints typically limit their individual panel sizes，necessitating on-site splicing. Conventional composite floor slabs require significant wet-work for field splicing， while existing joint details for fully prefabricated slabs are often structurally complex.To address these limitations， this paper proposed a fully prefabricated floor structure system featuring an interlocking key-tooth joint design. Through ABAQUS finite element software， the bending performance of the floor slab was analyzed with the aim of elucidating its stress distribution and load-transfer mechanism. The results showed that compared with the cast-in-place floor slabs， the bearing capacity of the fully prefabricated floor slab was slightly reduced， but it still met he requirements of the code for bearing capacity and deformation of the floor slab in the use stage. Furthermore， the floor slab demonstrated a clear and efficient bidirectional load-transfer path. In addition， a parametric analysis was subsequently conducted to identify the key factors affecting the fully precast floor slab’s mechanical properties， thereby providing optimization suggestions for practical engineering application.
Prefabricated floor systems have been widely utilized in construction due to their advantages of convenient construction and high degree of industrialization. They are primarily categorized into two types： composite floor slabs and fully prefabricated floor slabs. However，transportation constraints typically limit their individual panel sizes，necessitating on-site splicing. Conventional composite floor slabs require significant wet-work for field splicing， while existing joint details for fully prefabricated slabs are often structurally complex.To address these limitations， this paper proposed a fully prefabricated floor structure system featuring an interlocking key-tooth joint design. Through ABAQUS finite element software， the bending performance of the floor slab was analyzed with the aim of elucidating its stress distribution and load-transfer mechanism. The results showed that compared with the cast-in-place floor slabs， the bearing capacity of the fully prefabricated floor slab was slightly reduced， but it still met he requirements of the code for bearing capacity and deformation of the floor slab in the use stage. Furthermore， the floor slab demonstrated a clear and efficient bidirectional load-transfer path. In addition， a parametric analysis was subsequently conducted to identify the key factors affecting the fully precast floor slab’s mechanical properties， thereby providing optimization suggestions for practical engineering application.
2026, 56(10): 95-103.
doi: 10.3724/j.gyjzG25041502
Abstract:
The embedded column base is a common type of column base in steel structures. Chinese design codes GB 50017-2017 and JGJ 138-2016 primarily determine the resistance and embedment depth of the embedded steel column bases based on the compressive strength of the concrete surrounding the steel column，but the releveut research on experiments and systems is absence. In this study， quasi-static tests were conducted on two concrete-filled steel tubular （CFST） embedded column base specimens with different embedment depths. Based on the test results， a refined finite element model was developed. The hysteretic behavior of CFST embedded column bases was studied using numerical methods by varying key parameters， including section size， embedment depth， axial compression ratio， and concrete strength. This study proposed an analytical method and formulas for predicting the bending resistance of CFST column embedded column bases， as well as a method for calculating the required embedment depth based on bending resistance. Comparisons showed that the bearing capacities calculated by the proposed methods matched very well with those from the finite element analyses， while the results obtained from the existing design codes GB 50017-2017 and JGJ 138-2016 were significantly more conservative. Furthermore， the minimum embedment depth determined by the proposed method was notably smaller than the values derived from the GB 50017-2017 and JGJ 138-2016 methods.
The embedded column base is a common type of column base in steel structures. Chinese design codes GB 50017-2017 and JGJ 138-2016 primarily determine the resistance and embedment depth of the embedded steel column bases based on the compressive strength of the concrete surrounding the steel column，but the releveut research on experiments and systems is absence. In this study， quasi-static tests were conducted on two concrete-filled steel tubular （CFST） embedded column base specimens with different embedment depths. Based on the test results， a refined finite element model was developed. The hysteretic behavior of CFST embedded column bases was studied using numerical methods by varying key parameters， including section size， embedment depth， axial compression ratio， and concrete strength. This study proposed an analytical method and formulas for predicting the bending resistance of CFST column embedded column bases， as well as a method for calculating the required embedment depth based on bending resistance. Comparisons showed that the bearing capacities calculated by the proposed methods matched very well with those from the finite element analyses， while the results obtained from the existing design codes GB 50017-2017 and JGJ 138-2016 were significantly more conservative. Furthermore， the minimum embedment depth determined by the proposed method was notably smaller than the values derived from the GB 50017-2017 and JGJ 138-2016 methods.
2026, 56(10): 104-113.
doi: 10.3724/j.gyjzG25061803
Abstract:
Through the axial compression test of nine PVC-CFRP restrained steel and concrete medium-length columns， the damage process， damage pattern， load-displacement curve and load-strain curve of the specimens were obtained， and the effects of factors such as slenderness ratio， concrete strength grade， CFRP strip spacing ratio and steel content on the axial compression performance were investigated， and the synergistic effect among materials under axial compression loading of the specimens was analyzed. The results show that： decreasing the aspect ratio， increasing the concrete strength， decreasing the CFRP strip spacing ratio， and increasing the steel content can effectively improve the load carrying capacity of the specimens； the ultimate axial strain increases with the increase of the aspect ratio and is inversely proportional to the other influencing factors， among which， the effect of the CFRP strip spacing ratio is the most significant， and when the spacing ratio is increased from 2 to 3， the ultimate axial strain decreases by 22.1%； the PVC pipe， CFRP strips and steel sections have basically the same trend of strain change， indicating that the constituent materials of PVC-CFRP restrained section steel concrete columns can work well together in the stressing process.
Through the axial compression test of nine PVC-CFRP restrained steel and concrete medium-length columns， the damage process， damage pattern， load-displacement curve and load-strain curve of the specimens were obtained， and the effects of factors such as slenderness ratio， concrete strength grade， CFRP strip spacing ratio and steel content on the axial compression performance were investigated， and the synergistic effect among materials under axial compression loading of the specimens was analyzed. The results show that： decreasing the aspect ratio， increasing the concrete strength， decreasing the CFRP strip spacing ratio， and increasing the steel content can effectively improve the load carrying capacity of the specimens； the ultimate axial strain increases with the increase of the aspect ratio and is inversely proportional to the other influencing factors， among which， the effect of the CFRP strip spacing ratio is the most significant， and when the spacing ratio is increased from 2 to 3， the ultimate axial strain decreases by 22.1%； the PVC pipe， CFRP strips and steel sections have basically the same trend of strain change， indicating that the constituent materials of PVC-CFRP restrained section steel concrete columns can work well together in the stressing process.
2026, 56(10): 114-120.
doi: 10.3724/j.gyjzG25051201
Abstract:
With the rapid advancement of urbanization， the extensive application of the TOD model in large cities has driven the development of rail transit superstructure buildings. The full frame-supported thick-plate transfer layer structure， characterized by high overall stiffness and flexible upper-structure layout， has become a key solution for meeting the multifunctional requirements of TOD developments. To investigate the impact of key parameters on its seismic performance， a parametric numerical study was conducted， focusing on the effects of the oblique angle and thick plate thickness. The results indicated that variations in oblique angles had a limited influence on the dynamic characteristics of the structure， with a maximum difference of only 0.35% in the first-mode period among different parametric models. In engineering design， adjusting the transfer layer’s thick plate thickness could optimize stress distribution and enhance seismic performance. However， increasing the cross-sectional dimensions of the thick plate might exert adverse effects on the lower frame columns. Therefore， while ensuring the performance requirements of the transfer layer， careful selection of plate thickness is essential to prevent excessive seismic demands on frame columns， considering the integrated impact of both the upper and lower structures.
With the rapid advancement of urbanization， the extensive application of the TOD model in large cities has driven the development of rail transit superstructure buildings. The full frame-supported thick-plate transfer layer structure， characterized by high overall stiffness and flexible upper-structure layout， has become a key solution for meeting the multifunctional requirements of TOD developments. To investigate the impact of key parameters on its seismic performance， a parametric numerical study was conducted， focusing on the effects of the oblique angle and thick plate thickness. The results indicated that variations in oblique angles had a limited influence on the dynamic characteristics of the structure， with a maximum difference of only 0.35% in the first-mode period among different parametric models. In engineering design， adjusting the transfer layer’s thick plate thickness could optimize stress distribution and enhance seismic performance. However， increasing the cross-sectional dimensions of the thick plate might exert adverse effects on the lower frame columns. Therefore， while ensuring the performance requirements of the transfer layer， careful selection of plate thickness is essential to prevent excessive seismic demands on frame columns， considering the integrated impact of both the upper and lower structures.
2026, 56(10): 121-131.
doi: 10.3724/j.gyjzG25092501
Abstract:
This study investigated the vibration reduction performance of a Tuned Liquid Damper （TLD） on the seismic response of flexible structures under different liquid depths through shake table tests and theoretical analysis．Particular attention was paid to analyzing the effects of the mass ratio μ and the depth-to-length ratio （h/L） on the vibration control performance of the TLD． The results indicate that， within the tested parameter range， as the depth-to-length ratio increased from 0.05 to 0.20 and the mass ratio simultaneously increased from 2.72% to 10.7%， the mean displacement reduction ratio increased from approximately 48% to 73%， while the mean acceleration reduction ratio increased from approximately 31% to 75%. Because these two parameters varied concurrently in the experimental design， the observed trend represents their combined influence on the vibration reduction performance of the TLD， and their individual contributions cannot be independently evaluated from the present test results．A nonlinear reduced-order theoretical model of the TLD was employed to analyze the modal damping parameters under different liquid depths．The simulations based on this model showed good agreement with the experimental results in both the time and frequency domains，confirming the model’s accuracy．Furthermore，the first-order sloshing modal damping parameters，identified by integrating the theoretical model and experimental data，decreased as the depth-to-length ratio increased．This trend revealed the inherent liquid sloshing damping characteristics of TLDs under varying water depths： shallow-water TLDs exhibited higher inherent sloshing damping，whereas deep-water TLDs exhibited lower inherent sloshing damping．
This study investigated the vibration reduction performance of a Tuned Liquid Damper （TLD） on the seismic response of flexible structures under different liquid depths through shake table tests and theoretical analysis．Particular attention was paid to analyzing the effects of the mass ratio μ and the depth-to-length ratio （h/L） on the vibration control performance of the TLD． The results indicate that， within the tested parameter range， as the depth-to-length ratio increased from 0.05 to 0.20 and the mass ratio simultaneously increased from 2.72% to 10.7%， the mean displacement reduction ratio increased from approximately 48% to 73%， while the mean acceleration reduction ratio increased from approximately 31% to 75%. Because these two parameters varied concurrently in the experimental design， the observed trend represents their combined influence on the vibration reduction performance of the TLD， and their individual contributions cannot be independently evaluated from the present test results．A nonlinear reduced-order theoretical model of the TLD was employed to analyze the modal damping parameters under different liquid depths．The simulations based on this model showed good agreement with the experimental results in both the time and frequency domains，confirming the model’s accuracy．Furthermore，the first-order sloshing modal damping parameters，identified by integrating the theoretical model and experimental data，decreased as the depth-to-length ratio increased．This trend revealed the inherent liquid sloshing damping characteristics of TLDs under varying water depths： shallow-water TLDs exhibited higher inherent sloshing damping，whereas deep-water TLDs exhibited lower inherent sloshing damping．
2026, 56(10): 132-144.
doi: 10.3724/j.gyjzG26012804
Abstract:
To address the early-age cracking issue of the ultra-long base slab in coal mine water treatment tanks caused by hydration heat accumulation and structural constraints， this study integrated densely distributed ultra-weak fiber Bragg grating （UWFBG） sensing with ABAQUS finite element simulation. This approach was used to conduct spatiotemporal monitoring and analysis of hydration heat and strain in a 106.6 m long， 500 mm thick C40 concrete base slab. Distributed temperature sensing （DTS） and distributed strain sensing （DSS） optical cables were deployed in the top and bottom protective layers of the base slab， enabling monitoring at a spatial resolution of 1 m and a sampling interval of 10 min. A coupled hydration heat-shrinkage model was established using the HETVAL subroutine， the FILM subroutine， and a shrinkage subroutine. The results showed that the peak temperature of the lower protective layer ranged from 54.90 to 59.90 ℃， which was higher than the range of 46.9 to 51.58 ℃ observed in the upper protective layer， with a maximum temperature difference of 8 ℃. The rebar strain exhibited a three-stage characteristic： tensile strain of （170-190）×10-6 during the heating phase， transition to compressive strain during the cooling phase， and stabilization from -46×10-6 to -62×10-6 after 200 hours. The errors for both temperature and strain indicators are kept within 8%. The maximum principal tensile strain of concrete （38-42）×10-6 was lower than the 7-day allowable value of 46×10-6. Due to the implementation of post-pour strip measures， no risk of early-age cracking was observed.
To address the early-age cracking issue of the ultra-long base slab in coal mine water treatment tanks caused by hydration heat accumulation and structural constraints， this study integrated densely distributed ultra-weak fiber Bragg grating （UWFBG） sensing with ABAQUS finite element simulation. This approach was used to conduct spatiotemporal monitoring and analysis of hydration heat and strain in a 106.6 m long， 500 mm thick C40 concrete base slab. Distributed temperature sensing （DTS） and distributed strain sensing （DSS） optical cables were deployed in the top and bottom protective layers of the base slab， enabling monitoring at a spatial resolution of 1 m and a sampling interval of 10 min. A coupled hydration heat-shrinkage model was established using the HETVAL subroutine， the FILM subroutine， and a shrinkage subroutine. The results showed that the peak temperature of the lower protective layer ranged from 54.90 to 59.90 ℃， which was higher than the range of 46.9 to 51.58 ℃ observed in the upper protective layer， with a maximum temperature difference of 8 ℃. The rebar strain exhibited a three-stage characteristic： tensile strain of （170-190）×10-6 during the heating phase， transition to compressive strain during the cooling phase， and stabilization from -46×10-6 to -62×10-6 after 200 hours. The errors for both temperature and strain indicators are kept within 8%. The maximum principal tensile strain of concrete （38-42）×10-6 was lower than the 7-day allowable value of 46×10-6. Due to the implementation of post-pour strip measures， no risk of early-age cracking was observed.
2026, 56(10): 145-154.
doi: 10.3724/j.gyjzG25090205
Abstract:
To enhance the layout flexibility， modularity， and economic efficiency of integrated steel platforms， a lightweight modular integrated steel platform supported by climbing cones and tripod brackets was developed for a super high-rise project in Ningbo. This system incorporates innovative assembled connections and a climbing-cone anchorage system， achieving comprehensive performance improvements in modularity， lightweight design， and high reusability. To evaluate its safety， finite element simulations， climbing-cone bearing capacity tests， and on-site load tests were conducted. The results demonstrated that during both the working and jacking stages， the platform exhibited good overall stiffness， with maximum displacements within code-specified limits， a maximum member stress ratio below 0.82， and sufficient reserve capacity. The climbing-cone anchorage system showed a shear capacity safety factor greater than 2.93， indicating high reliability. Furthermore， the structural stresses measured during the on-site load test closely aligned with the finite element analysis results.
To enhance the layout flexibility， modularity， and economic efficiency of integrated steel platforms， a lightweight modular integrated steel platform supported by climbing cones and tripod brackets was developed for a super high-rise project in Ningbo. This system incorporates innovative assembled connections and a climbing-cone anchorage system， achieving comprehensive performance improvements in modularity， lightweight design， and high reusability. To evaluate its safety， finite element simulations， climbing-cone bearing capacity tests， and on-site load tests were conducted. The results demonstrated that during both the working and jacking stages， the platform exhibited good overall stiffness， with maximum displacements within code-specified limits， a maximum member stress ratio below 0.82， and sufficient reserve capacity. The climbing-cone anchorage system showed a shear capacity safety factor greater than 2.93， indicating high reliability. Furthermore， the structural stresses measured during the on-site load test closely aligned with the finite element analysis results.
2026, 56(10): 155-164.
doi: 10.3724/j.gyjzG25060201
Abstract:
The flexible photovoltaic bracket has been exposed to the natural environment for a long time， and the structure is susceptible to the influence of wind vibration and fatigue damage. In order to solve the problem of safe operation of flexible photovoltaic bracket structures under strong wind pressure， a tracking single-span and double-row flexible photovoltaic bracket structure was proposed， and its wind vibration response and structural fatigue damage were studied. Then， the fluctuating wind speed spectrum was used to construct the dynamic load time history， the deformation and force characteristics of the structure were calculated， the key members of the structure were selected， and the stress time history was obtained. Different working conditions were selected for analysis， and the actual number of load cycles was obtained according to the rain flow counting method. The fatigue life of each key node of the structure was accurately evaluated by combining the Palmgren-Miner criterion and the S-N curve method. The results show that the fatigue damage generated by the fluctuating wind under the long-term action of the fluctuating wind meets the requirements of the specification， and the damage value of each characteristic position is greater than that of the horizontal wind under the action of the wind load perpendicular to the photovoltaic panel， and the damage value of the cable-stayed rod is the largest， and the larger the flip angle， the greater the damage value of the structure.
The flexible photovoltaic bracket has been exposed to the natural environment for a long time， and the structure is susceptible to the influence of wind vibration and fatigue damage. In order to solve the problem of safe operation of flexible photovoltaic bracket structures under strong wind pressure， a tracking single-span and double-row flexible photovoltaic bracket structure was proposed， and its wind vibration response and structural fatigue damage were studied. Then， the fluctuating wind speed spectrum was used to construct the dynamic load time history， the deformation and force characteristics of the structure were calculated， the key members of the structure were selected， and the stress time history was obtained. Different working conditions were selected for analysis， and the actual number of load cycles was obtained according to the rain flow counting method. The fatigue life of each key node of the structure was accurately evaluated by combining the Palmgren-Miner criterion and the S-N curve method. The results show that the fatigue damage generated by the fluctuating wind under the long-term action of the fluctuating wind meets the requirements of the specification， and the damage value of each characteristic position is greater than that of the horizontal wind under the action of the wind load perpendicular to the photovoltaic panel， and the damage value of the cable-stayed rod is the largest， and the larger the flip angle， the greater the damage value of the structure.
2026, 56(10): 165-173.
doi: 10.3724/j.gyjzG25081103
Abstract:
In recent years， the prevalence of large-scale wind turbines has been evident. As the wind turbines transition from terrestrial to marine environments， their service environment has become increasingly harsh. In the context of striving for the lowest cost per kilowatt-hour over the full life cycle， the structural optimization technology has garnered the interest of design and R&D professionals. Topology optimization （TO）， as an advanced structural optimization technology， may determine the ideal material distribution of a structure at the conceptual design phase， thus establishing a solid foundation for further detailed design. To promote the development of TO design technology for wind turbine components， the historical status of TO theory and its applications in various industries are reviewed. The present condition and deficiencies of the TO design for wind turbine blades， towers， floating platforms， and others are summarized. The challenges in the implementation of TO are analyzed， and prospective development trends are presented.
In recent years， the prevalence of large-scale wind turbines has been evident. As the wind turbines transition from terrestrial to marine environments， their service environment has become increasingly harsh. In the context of striving for the lowest cost per kilowatt-hour over the full life cycle， the structural optimization technology has garnered the interest of design and R&D professionals. Topology optimization （TO）， as an advanced structural optimization technology， may determine the ideal material distribution of a structure at the conceptual design phase， thus establishing a solid foundation for further detailed design. To promote the development of TO design technology for wind turbine components， the historical status of TO theory and its applications in various industries are reviewed. The present condition and deficiencies of the TO design for wind turbine blades， towers， floating platforms， and others are summarized. The challenges in the implementation of TO are analyzed， and prospective development trends are presented.
2026, 56(10): 174-181.
doi: 10.3724/j.gyjzG25100102
Abstract:
Aiming at the complexity and difficulty in optimizing integral lifting schemes for spatial steel structures， this paper proposes a multi-objective optimization method for such lifts. This method constructs a multi-objective function centered on structural safety and lifting equipment capacity， and integrates the optimization variable representation method of real-integer coding and iterative decoding algorithm into the optimization framework， thereby solving the efficiency and feasibility issues of large-scale combinatorial optimization. An irregular rectangular frame truss structure was taken as an engineering case to analyze the mechanical response of large-scale steel structures during the integral lifting stage in detail. The lifting scheme obtained by the proposed method not only reduced the number of lifting points but also significantly decreased the structural strain energy， stress level， and lifting reaction forces during the lifting process， fully verifying its engineering effectiveness. Furthermore， the iterative limit boundary method was employed to conduct asynchronous lifting analysis on optimized solutions. The results demonstrated an inverse proportional relationship between the number of lifting points and the allowable asynchronous height difference limit. Compared to the traditional trial method， the iterative limit boundary method yielded stricter height difference limits. The multi-objective optimization system constructed in this paper features a parameter-adjustable universal framework. By flexibly adjusting the dimensions of decision variables， constraint conditions， and parameters of the objective function， it can adapt to the optimization of lifting schemes for spatial structure-equipment systems of various shapes.
Aiming at the complexity and difficulty in optimizing integral lifting schemes for spatial steel structures， this paper proposes a multi-objective optimization method for such lifts. This method constructs a multi-objective function centered on structural safety and lifting equipment capacity， and integrates the optimization variable representation method of real-integer coding and iterative decoding algorithm into the optimization framework， thereby solving the efficiency and feasibility issues of large-scale combinatorial optimization. An irregular rectangular frame truss structure was taken as an engineering case to analyze the mechanical response of large-scale steel structures during the integral lifting stage in detail. The lifting scheme obtained by the proposed method not only reduced the number of lifting points but also significantly decreased the structural strain energy， stress level， and lifting reaction forces during the lifting process， fully verifying its engineering effectiveness. Furthermore， the iterative limit boundary method was employed to conduct asynchronous lifting analysis on optimized solutions. The results demonstrated an inverse proportional relationship between the number of lifting points and the allowable asynchronous height difference limit. Compared to the traditional trial method， the iterative limit boundary method yielded stricter height difference limits. The multi-objective optimization system constructed in this paper features a parameter-adjustable universal framework. By flexibly adjusting the dimensions of decision variables， constraint conditions， and parameters of the objective function， it can adapt to the optimization of lifting schemes for spatial structure-equipment systems of various shapes.
Research on the Shear Performance of T-PBL Connectors at the Wind Turbine Tower-Foundation Interface
2026, 56(10): 182-189.
doi: 10.3724/j.gyjzG25102903
Abstract:
With the development of wind turbines toward large capacities and higher loads， the mechanical properties of the tower-foundation interface have become increasingly critical. To enhance the composite action and anchorage performance of the interface， this study proposes a novel T-PBL connector. The connector is developed by adding flange plates at the ends of traditional PBL connectors and adopting a staggered hole arrangement， aiming to improve the stress distribution between holes， increase compressive and shear capacities， and enhance the confinement effect on the concrete. Eight push-out tests on T-PBL connectors were designed and conducted to investigate their shear performance， with the transverse hole spacing and flange width being selected as the main research parameters. The failure modes， load-slip responses， shear bearing capacity， shear stiffness， and ductility were systematically analyzed， and a shear capacity calculation method for T-PBL connectors was proposed. The results revealed that the failure mode of the T-PBL connectors was primarily characterized by cracking of the concrete slab and local crushing of the concrete around the holes， while noticeable local plastic deformation occurred in both the steel plate holes and the penetrating bars. The T-PBL connectors exhibited excellent shear bearing capacity， shear stiffness， and ductility. When the transverse hole spacing increased from 0 to 80 mm， the shear bearing capacity increased by approximately 26.1%， while the shear stiffness decreased by about 12.9%. With the increase in flange width， both shear bearing capacity and stiffness exhibited a trend of first increasing and then decreasing. Based on the experimental results， a shear bearing capacity calculation formula considering the effects of flange width and hole spacing was proposed. The calculated values showed good agreement with the test results.
With the development of wind turbines toward large capacities and higher loads， the mechanical properties of the tower-foundation interface have become increasingly critical. To enhance the composite action and anchorage performance of the interface， this study proposes a novel T-PBL connector. The connector is developed by adding flange plates at the ends of traditional PBL connectors and adopting a staggered hole arrangement， aiming to improve the stress distribution between holes， increase compressive and shear capacities， and enhance the confinement effect on the concrete. Eight push-out tests on T-PBL connectors were designed and conducted to investigate their shear performance， with the transverse hole spacing and flange width being selected as the main research parameters. The failure modes， load-slip responses， shear bearing capacity， shear stiffness， and ductility were systematically analyzed， and a shear capacity calculation method for T-PBL connectors was proposed. The results revealed that the failure mode of the T-PBL connectors was primarily characterized by cracking of the concrete slab and local crushing of the concrete around the holes， while noticeable local plastic deformation occurred in both the steel plate holes and the penetrating bars. The T-PBL connectors exhibited excellent shear bearing capacity， shear stiffness， and ductility. When the transverse hole spacing increased from 0 to 80 mm， the shear bearing capacity increased by approximately 26.1%， while the shear stiffness decreased by about 12.9%. With the increase in flange width， both shear bearing capacity and stiffness exhibited a trend of first increasing and then decreasing. Based on the experimental results， a shear bearing capacity calculation formula considering the effects of flange width and hole spacing was proposed. The calculated values showed good agreement with the test results.
2026, 56(10): 190-197.
doi: 10.3724/j.gyjzG25081701
Abstract:
In bridges with tall piers constructed using the incremental launching method， the pier top experiences displacement during construction due to the combined action of friction and superstructure weight. This horizontal displacement， coupled with the superstructure weight， further affects the bearing capacity of the pier. Furthermore， bending of the pier body caused by construction deviations further reduces the bearing capacity. To investigate the influence of horizontal thrust and construction deviations on both pier top displacement and bearing capacity during incremental launching， an approximate calculation formula for tall pier top displacement was proposed， considering both the horizontal thrust at the pier top and the presence of initial bending in the pier body. Simultaneously， a formula for calculating the ultimate bearing capacity incorporating the influence of horizontal thrust was derived based on the edge yield criterion. Taking the piers of a multi-span continuous girder bridge as the research object， a finite element model was established to verify the accuracy of the formulas， and a sensitivity analysis was conducted. The research results indicated that the errors between the formula calculation results and the finite element simulation results were within 1%. For tall piers （mostly long columns） commonly encountered in engineering， the influence of second-order bending moments could not be neglected. During incremental launching， piers subjected to horizontal thrust and initial eccentricity exhibited an increase in the eccentricity magnification factor， leading to larger bending moments at the pier base and posing a risk of failure under severe conditions. In practical engineering， horizontal thrust and initial eccentricity have a certain weakening effect on the ultimate bearing capacity of tall piers.
In bridges with tall piers constructed using the incremental launching method， the pier top experiences displacement during construction due to the combined action of friction and superstructure weight. This horizontal displacement， coupled with the superstructure weight， further affects the bearing capacity of the pier. Furthermore， bending of the pier body caused by construction deviations further reduces the bearing capacity. To investigate the influence of horizontal thrust and construction deviations on both pier top displacement and bearing capacity during incremental launching， an approximate calculation formula for tall pier top displacement was proposed， considering both the horizontal thrust at the pier top and the presence of initial bending in the pier body. Simultaneously， a formula for calculating the ultimate bearing capacity incorporating the influence of horizontal thrust was derived based on the edge yield criterion. Taking the piers of a multi-span continuous girder bridge as the research object， a finite element model was established to verify the accuracy of the formulas， and a sensitivity analysis was conducted. The research results indicated that the errors between the formula calculation results and the finite element simulation results were within 1%. For tall piers （mostly long columns） commonly encountered in engineering， the influence of second-order bending moments could not be neglected. During incremental launching， piers subjected to horizontal thrust and initial eccentricity exhibited an increase in the eccentricity magnification factor， leading to larger bending moments at the pier base and posing a risk of failure under severe conditions. In practical engineering， horizontal thrust and initial eccentricity have a certain weakening effect on the ultimate bearing capacity of tall piers.
2026, 56(10): 198-205.
doi: 10.3724/j.gyjzG26032605
Abstract:
This study investigated a spherical coal storage silo located in Yulin， Shaanxi Province， focusing on the unclear characteristics of displacement and stress distribution in the composite foundation beneath the ring-shaped base of the large-diameter spherical silo. FLAC3D numerical simulation software was employed to analyze the displacement and stress distribution behavior of the pile-soil system in the composite foundation under the self-weight of the superstructure. To ensure both computational efficiency and modeling accuracy， the pile group was simulated using the Pile element method. The results indicated that the vertical displacements along the full length of the piles were relatively uniform， demonstrating good vertical deformation coordination and effectively mitigating the risk of differential settlement. Through an elastic-plastic coupling mechanism， the pile shaft redistributed vertical loads uniformly to deeper soil layers， enhancing bearing performance. The differentiated configuration of 8 m， 15 m， and 18 m piles effectively shifted the bending moment of the pile shaft to greater depths and dispersed it among multiple locations， reducing the peak bending moment while achieving approximately 12.1% savings in construction cost. Furthermore， the analysis of the axial force and bending moment distributions of piles at different locations and with different lengths provided reliable data for bending resistance design verification， guided monitoring point layout during construction， and offered a key reference for early risk warning under various loading conditions.
This study investigated a spherical coal storage silo located in Yulin， Shaanxi Province， focusing on the unclear characteristics of displacement and stress distribution in the composite foundation beneath the ring-shaped base of the large-diameter spherical silo. FLAC3D numerical simulation software was employed to analyze the displacement and stress distribution behavior of the pile-soil system in the composite foundation under the self-weight of the superstructure. To ensure both computational efficiency and modeling accuracy， the pile group was simulated using the Pile element method. The results indicated that the vertical displacements along the full length of the piles were relatively uniform， demonstrating good vertical deformation coordination and effectively mitigating the risk of differential settlement. Through an elastic-plastic coupling mechanism， the pile shaft redistributed vertical loads uniformly to deeper soil layers， enhancing bearing performance. The differentiated configuration of 8 m， 15 m， and 18 m piles effectively shifted the bending moment of the pile shaft to greater depths and dispersed it among multiple locations， reducing the peak bending moment while achieving approximately 12.1% savings in construction cost. Furthermore， the analysis of the axial force and bending moment distributions of piles at different locations and with different lengths provided reliable data for bending resistance design verification， guided monitoring point layout during construction， and offered a key reference for early risk warning under various loading conditions.
2026, 56(10): 206-213.
doi: 10.3724/j.gyjzG25063003
Abstract:
Sulfate saline soil， which is widely distributed along the West-East Gas Pipeline in Gansu Province， China， poses a serious threat to the stability of the pipeline foundation due to its undesirable characteristics， such as salt expansion， collapsibility， and corrosiveness. To address this issue， the sulfate saline soil was stabilized with lime， modified polyvinyl alcohol （SH agent）， and fibers. Unconfined compressive strength tests， triaxial compression tests， and scanning electron microscopy （SEM） observations were then conducted to investigate the mechanical properties and reinforcement mechanisms of the fiber-reinforced stabilized soil. The results showed that as the contents of lime and SH agent increased， the compressive strength， cohesion， and internal friction angle of the stabilized soil first increased and then decreased， with the optimal content being 10% lime and 2% SH agent. With increasing lime content， the soil exhibited higher brittleness and more cracking， whereas the SH agent enhanced plasticity. The fibers improved crack resistance by bridging rupture surfaces， thereby delaying sample failure. Three synergistic mechanisms collectively enhanced the soil’s strength and stability： lime-induced cementation； the SH agent-enhanced particle bonding through the formation of thin films and silk-like networks； and fiber-related effects， including interfacial friction and three-dimensional confinement.
Sulfate saline soil， which is widely distributed along the West-East Gas Pipeline in Gansu Province， China， poses a serious threat to the stability of the pipeline foundation due to its undesirable characteristics， such as salt expansion， collapsibility， and corrosiveness. To address this issue， the sulfate saline soil was stabilized with lime， modified polyvinyl alcohol （SH agent）， and fibers. Unconfined compressive strength tests， triaxial compression tests， and scanning electron microscopy （SEM） observations were then conducted to investigate the mechanical properties and reinforcement mechanisms of the fiber-reinforced stabilized soil. The results showed that as the contents of lime and SH agent increased， the compressive strength， cohesion， and internal friction angle of the stabilized soil first increased and then decreased， with the optimal content being 10% lime and 2% SH agent. With increasing lime content， the soil exhibited higher brittleness and more cracking， whereas the SH agent enhanced plasticity. The fibers improved crack resistance by bridging rupture surfaces， thereby delaying sample failure. Three synergistic mechanisms collectively enhanced the soil’s strength and stability： lime-induced cementation； the SH agent-enhanced particle bonding through the formation of thin films and silk-like networks； and fiber-related effects， including interfacial friction and three-dimensional confinement.
2026, 56(10): 214-223.
doi: 10.3724/j.gyjzG25092701
Abstract:
Owing to its excellent performance in terms of bearing capacity， settlement control， and foundation stability， the cement-soil composite pile exhibits significant application potential in soft ground. To promote its engineering application，this study investigated the bearing characteristics of cement-soil composite piles in soft soil foundations. Taking the cement-soil composite piles applied in the soft soil foundations of a practical project as the research object， a finite element model considering the interface interaction among the core pile， the cement-soil layer， and the surrounding soil was established using ABAQUS software. The reliability of the model was verified by comparing the results of in-situ static load tests and numerical simulations. Based on the verified model， the bearing characteristics of the cement-soil composite pile were studied， and the effects of core pile section size， cement-soil thickness， and cement-soil strength on its bearing characteristics were further examined. The research results showed that： provided that the interface contact strength between the core pile and cement-soil was ensured， the cement-soil composite pile in soft soil foundations exhibited the mechanical characteristics of a friction pile when subjected to loads； increasing the core pile section size and cement-soil strength had a relatively small effect on the bearing capacity of the cement-soil composite pile， while increasing the cement-soil thickness effectively improved its bearing capacity； When the core pile section size was small and the cement-soil strength was low， the cement-soil composite pile was at risk of brittle failure at the interface between the core pile and cement-soil.
Owing to its excellent performance in terms of bearing capacity， settlement control， and foundation stability， the cement-soil composite pile exhibits significant application potential in soft ground. To promote its engineering application，this study investigated the bearing characteristics of cement-soil composite piles in soft soil foundations. Taking the cement-soil composite piles applied in the soft soil foundations of a practical project as the research object， a finite element model considering the interface interaction among the core pile， the cement-soil layer， and the surrounding soil was established using ABAQUS software. The reliability of the model was verified by comparing the results of in-situ static load tests and numerical simulations. Based on the verified model， the bearing characteristics of the cement-soil composite pile were studied， and the effects of core pile section size， cement-soil thickness， and cement-soil strength on its bearing characteristics were further examined. The research results showed that： provided that the interface contact strength between the core pile and cement-soil was ensured， the cement-soil composite pile in soft soil foundations exhibited the mechanical characteristics of a friction pile when subjected to loads； increasing the core pile section size and cement-soil strength had a relatively small effect on the bearing capacity of the cement-soil composite pile， while increasing the cement-soil thickness effectively improved its bearing capacity； When the core pile section size was small and the cement-soil strength was low， the cement-soil composite pile was at risk of brittle failure at the interface between the core pile and cement-soil.
2026, 56(10): 224-230.
doi: 10.3724/j.gyjzG25081804
Abstract:
During foundation pit excavation， the position of the bottom artificial boundary significantly affects the calculation results of heave displacement. Existing methods for determining this position， whether based on a stress ratio or a deformation ratio， usually require trial computations. In this study， an analytical expression for the stress-based bottom artificial boundary position was derived by incorporating the stress diffusion angle. To address the lack of direct exploration data for deep soil parameters， a method for determining deep soil parameters was introduced based on the resilient modulus. Subsequently， a calculation formula for the deformation-based bottom artificial boundary position was established. Numerical results show that， for deep and large foundation pits， the stress-based bottom artificial boundary position is generally far beyond the exploration depth. The model established using the deformation-based artificial boundary position effectively balances computational efficiency with accuracy.
During foundation pit excavation， the position of the bottom artificial boundary significantly affects the calculation results of heave displacement. Existing methods for determining this position， whether based on a stress ratio or a deformation ratio， usually require trial computations. In this study， an analytical expression for the stress-based bottom artificial boundary position was derived by incorporating the stress diffusion angle. To address the lack of direct exploration data for deep soil parameters， a method for determining deep soil parameters was introduced based on the resilient modulus. Subsequently， a calculation formula for the deformation-based bottom artificial boundary position was established. Numerical results show that， for deep and large foundation pits， the stress-based bottom artificial boundary position is generally far beyond the exploration depth. The model established using the deformation-based artificial boundary position effectively balances computational efficiency with accuracy.
2026, 56(10): 231-238.
doi: 10.3724/j.gyjzG25091003
Abstract:
Under the "dual-carbon" strategy， controlling carbon emissions during the tunnel construction phase has become critical for the low-carbon transition of transportation infrastructure. To address the limitation of traditional design-drawing-based methods， which cannot accurately reflect on-site construction conditions， this paper proposes a high-precision carbon accounting method based on three-dimensional（3D） terrain reconstruction. A 3D site modeling approach using UAV oblique photogrammetry and multi-view geometric reconstruction was developed to enable accurate extraction of the disturbance area and earthwork quantities. Based on the 3D terrain data， a multi-dimensional carbon accounting framework was established， covering mechanical operations， material transportation， and vegetation disturbance， thereby enabling precise estimation of construction-phase carbon emissions and facilitating construction scheme optimization. The proposed method was applied to a tunnel project on the Xi’an-Chongqing High-Speed Railway. The baseline scheme （Scheme 1） yielded 355296.6 kgCO2e. Two optimization schemes were further proposed： Scheme 2 reduced emissions by 33.83% by eliminating high-energy equipment and optimizing construction scheduling； Scheme 3， building on Scheme 2， reduced emissions by 34.31% by optimizing equipment configuration， improving machinery efficiency， and introducing photovoltaic power. At the same time， the optimized schemes reduced total construction cost from CNY 2.5517 million to CNY 2.0887 million.
Under the "dual-carbon" strategy， controlling carbon emissions during the tunnel construction phase has become critical for the low-carbon transition of transportation infrastructure. To address the limitation of traditional design-drawing-based methods， which cannot accurately reflect on-site construction conditions， this paper proposes a high-precision carbon accounting method based on three-dimensional（3D） terrain reconstruction. A 3D site modeling approach using UAV oblique photogrammetry and multi-view geometric reconstruction was developed to enable accurate extraction of the disturbance area and earthwork quantities. Based on the 3D terrain data， a multi-dimensional carbon accounting framework was established， covering mechanical operations， material transportation， and vegetation disturbance， thereby enabling precise estimation of construction-phase carbon emissions and facilitating construction scheme optimization. The proposed method was applied to a tunnel project on the Xi’an-Chongqing High-Speed Railway. The baseline scheme （Scheme 1） yielded 355296.6 kgCO2e. Two optimization schemes were further proposed： Scheme 2 reduced emissions by 33.83% by eliminating high-energy equipment and optimizing construction scheduling； Scheme 3， building on Scheme 2， reduced emissions by 34.31% by optimizing equipment configuration， improving machinery efficiency， and introducing photovoltaic power. At the same time， the optimized schemes reduced total construction cost from CNY 2.5517 million to CNY 2.0887 million.
2026, 56(10): 239-247.
doi: 10.3724/j.gyjzG25081001
Abstract:
In order to scientifically evaluate the time-dependent stability of anchored soil slopes， a time-dependent reliability analysis model for slopes was established based on the coupling model between anchorage prestress loss and soil creep， considering the spatiotemporal characteristics of soil strength parameters and the time-dependent characteristics of anchorage force. Furthermore， Monte Carlo simulation was used to calculate the failure probability of anchored soil slopes and determine the corresponding reliability index values. The research results indicated that the established reliability analysis model revealed the time-dependent and stochastic characteristics of parameters for the anchored slope. In addition， the case analysis not only verified the rationality of the model calculation results based on Monte Carlo simulation， but also demonstrated the practical applicability of the time-dependent reliability analysis model in engineering practice. In summary， the established time-dependent reliability analysis model can be used for the design and stability assessment of anchored soil slopes， providing scientific basis and technical support for their safety management during operation.
In order to scientifically evaluate the time-dependent stability of anchored soil slopes， a time-dependent reliability analysis model for slopes was established based on the coupling model between anchorage prestress loss and soil creep， considering the spatiotemporal characteristics of soil strength parameters and the time-dependent characteristics of anchorage force. Furthermore， Monte Carlo simulation was used to calculate the failure probability of anchored soil slopes and determine the corresponding reliability index values. The research results indicated that the established reliability analysis model revealed the time-dependent and stochastic characteristics of parameters for the anchored slope. In addition， the case analysis not only verified the rationality of the model calculation results based on Monte Carlo simulation， but also demonstrated the practical applicability of the time-dependent reliability analysis model in engineering practice. In summary， the established time-dependent reliability analysis model can be used for the design and stability assessment of anchored soil slopes， providing scientific basis and technical support for their safety management during operation.
2026, 56(10): 248-256.
doi: 10.3724/j.gyjzG25071201
Abstract:
Focusing on the vertical vibration issues induced in the superstructure by high-speed rail （HSR） and metro lines running beneath the Changsha Airport Integrated Ground Transportation Center （GTC） and terminal building， this study conducted vibration response analysis and vibration mitigation control research. A coupled train-track-subgrade dynamic system model was developed using ABAQUS software. The model employs solid elements to characterize the interactions and connections between key components， accurately simulates the vertical dynamic response generated under moving train loads. It is capable of simulating various typical operational scenarios， including constant-speed， acceleration， and deceleration braking. The derived track excitation loads were utilized for structural vibration analysis. An integrated finite element model of the superstructure-track-foundation system was developed in SAP 2000 software to perform time-history analysis， evaluating the structural vibration response under multiple conditions， such as varying train speeds and multi-train encounters. Considering the distinct characteristics of the metro and HSR underpass zones， two primary vibration mitigation strategies were analyzed： 1） installation of a floating slab track （FST） in the railway bed within the subway influence zone， and 2） implementation of steel spring isolation bearings at the base of the superstructure in the HSR influence zone， specifically within the E-Pier area. The results demonstrated that the FST effectively reduces both the structural peak acceleration and vertical Z-vibration level. With this measure， the vibration comfort levels inside the terminal building and GTC during subway operations meet the relevant code requirements. For the E-Pier area affected by the HSR underpass， the installation of steel spring isolation bearings also ensures compliance with code limits for both peak acceleration and vertical Z-vibration level.
Focusing on the vertical vibration issues induced in the superstructure by high-speed rail （HSR） and metro lines running beneath the Changsha Airport Integrated Ground Transportation Center （GTC） and terminal building， this study conducted vibration response analysis and vibration mitigation control research. A coupled train-track-subgrade dynamic system model was developed using ABAQUS software. The model employs solid elements to characterize the interactions and connections between key components， accurately simulates the vertical dynamic response generated under moving train loads. It is capable of simulating various typical operational scenarios， including constant-speed， acceleration， and deceleration braking. The derived track excitation loads were utilized for structural vibration analysis. An integrated finite element model of the superstructure-track-foundation system was developed in SAP 2000 software to perform time-history analysis， evaluating the structural vibration response under multiple conditions， such as varying train speeds and multi-train encounters. Considering the distinct characteristics of the metro and HSR underpass zones， two primary vibration mitigation strategies were analyzed： 1） installation of a floating slab track （FST） in the railway bed within the subway influence zone， and 2） implementation of steel spring isolation bearings at the base of the superstructure in the HSR influence zone， specifically within the E-Pier area. The results demonstrated that the FST effectively reduces both the structural peak acceleration and vertical Z-vibration level. With this measure， the vibration comfort levels inside the terminal building and GTC during subway operations meet the relevant code requirements. For the E-Pier area affected by the HSR underpass， the installation of steel spring isolation bearings also ensures compliance with code limits for both peak acceleration and vertical Z-vibration level.
