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2026 Vol. 56, No. 3
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2026, 56(3): 1-11.
doi: 10.3724/j.gyjzG23122211
Abstract:
Interdisciplinary collaboration is a significant trend in the development of university education， and the concept of a grid-planned campus space aligns well with the spatial requirements for such collaboration. This study examines three representative types of grid-planned campus typologies： the integral， axial， and clustered grid plans， as illustrated by the cases of Freie Universität Berlin， Bielefeld University， and the Singapore University of Technology and Design， respectively. It analyzes how the planning and architectural design of these campuses facilitate the educational concept of interdisciplinary collaboration and evaluates their strengths and weaknesses. The aim is to offer insights and references for the design of contemporary university campuses oriented toward interdisciplinary collaboration.
Interdisciplinary collaboration is a significant trend in the development of university education， and the concept of a grid-planned campus space aligns well with the spatial requirements for such collaboration. This study examines three representative types of grid-planned campus typologies： the integral， axial， and clustered grid plans， as illustrated by the cases of Freie Universität Berlin， Bielefeld University， and the Singapore University of Technology and Design， respectively. It analyzes how the planning and architectural design of these campuses facilitate the educational concept of interdisciplinary collaboration and evaluates their strengths and weaknesses. The aim is to offer insights and references for the design of contemporary university campuses oriented toward interdisciplinary collaboration.
2026, 56(3): 12-19.
doi: 10.3724/j.gyjzG24092802
Abstract:
Wind-driven rain is the main external factor causing rainwater infiltration in exterior walls，and there are significant differences in wind-driven rain climate conditions in various regions of China. This study proposes a method for assessing wind-driven rainwater infiltration climate risk that integrates building thermal design zoning，along with a set of corresponding indicators. The risk level of wind-driven rainwater infiltration in the main towns of existing building thermal design zoning was evaluated using these indicators，and a climate zone map for wind-driven rainwater infiltration risk in China was developed. The results show that the severe cold and cold regions are predominantly low-risk，accounting for 80. 2% and 95. 3%，respectively，with no highrisk towns observed in either region. In contrast，the hot summer and cold winter，hot summer and warm winter，and mild regions exhibit the highest proportions of medium-risk areas，at 68. 2%， 66. 7%，and 59. 1%，respectively. Among these，the hot summer and warm winter region is particularly significant，with a high-risk proportion reaching 25%. These findings emphasize that even if thermal design standards are consistent，differences in waterproofing design requirements for buildings in different regions should also be fully considered.
Wind-driven rain is the main external factor causing rainwater infiltration in exterior walls，and there are significant differences in wind-driven rain climate conditions in various regions of China. This study proposes a method for assessing wind-driven rainwater infiltration climate risk that integrates building thermal design zoning，along with a set of corresponding indicators. The risk level of wind-driven rainwater infiltration in the main towns of existing building thermal design zoning was evaluated using these indicators，and a climate zone map for wind-driven rainwater infiltration risk in China was developed. The results show that the severe cold and cold regions are predominantly low-risk，accounting for 80. 2% and 95. 3%，respectively，with no highrisk towns observed in either region. In contrast，the hot summer and cold winter，hot summer and warm winter，and mild regions exhibit the highest proportions of medium-risk areas，at 68. 2%， 66. 7%，and 59. 1%，respectively. Among these，the hot summer and warm winter region is particularly significant，with a high-risk proportion reaching 25%. These findings emphasize that even if thermal design standards are consistent，differences in waterproofing design requirements for buildings in different regions should also be fully considered.
2026, 56(3): 20-31.
doi: 10.3724/j.gyjzG24100902
Abstract:
The purpose of this study is to improve the quality and efficiency of a land-based aquaculture building in Guangzhou， addressing issues such as high temperature and humidity in the working environment， as well as high energy consumption. The research methods include： 1） sorting out design specifications and pointing out that there are significant gaps in the green design specifications of this type of agricultural building； 2） conducting measurement in summer and questionnaire surveys to reveal problems such as high temperature and humidity in the indoor environment and insufficient lighting during building operation； 3） based on a passive design approach， focusing on natural ventilation， natural lighting， building envelope， photovoltaic power generation， and environmental friendliness， short-term and long-term design solutions are proposed； 4） combining wind-thermal environment， light environment， and energy consumption simulations to verify the effectiveness of the design solutions. The main conclusions are as follows： 1） natural ventilation is a key measure for regulating the indoor thermal environment. By enhancing natural ventilation， thermal comfort needs during summer and transitional seasons have been optimized； 2） in combination with the window system， the indoor natural lighting has been optimized synchronously， to save lighting energy； 3） the introduction of photovoltaic power generation can meet the energy needs during summer and the transitional seasons， but due to the large energy consumption for water body insulation in winter， there is still a certain gap in winter power generation； 4） the comparison of schemes shows that the standard building can ensure the comfort of the indoor working environment， while the experimental building more comprehensively moves towards the goals of energy saving， low carbon， comfort， and environmental friendliness. In summary， with a passive design approach， the problems existing in the working environment and equipment process of the aquaculture building have been systematically solved. The research path， design strategy， and technical measures proposed in this project are widely applicable to the research， design， and quality improvement of different types of industrialized agricultural buildings.
The purpose of this study is to improve the quality and efficiency of a land-based aquaculture building in Guangzhou， addressing issues such as high temperature and humidity in the working environment， as well as high energy consumption. The research methods include： 1） sorting out design specifications and pointing out that there are significant gaps in the green design specifications of this type of agricultural building； 2） conducting measurement in summer and questionnaire surveys to reveal problems such as high temperature and humidity in the indoor environment and insufficient lighting during building operation； 3） based on a passive design approach， focusing on natural ventilation， natural lighting， building envelope， photovoltaic power generation， and environmental friendliness， short-term and long-term design solutions are proposed； 4） combining wind-thermal environment， light environment， and energy consumption simulations to verify the effectiveness of the design solutions. The main conclusions are as follows： 1） natural ventilation is a key measure for regulating the indoor thermal environment. By enhancing natural ventilation， thermal comfort needs during summer and transitional seasons have been optimized； 2） in combination with the window system， the indoor natural lighting has been optimized synchronously， to save lighting energy； 3） the introduction of photovoltaic power generation can meet the energy needs during summer and the transitional seasons， but due to the large energy consumption for water body insulation in winter， there is still a certain gap in winter power generation； 4） the comparison of schemes shows that the standard building can ensure the comfort of the indoor working environment， while the experimental building more comprehensively moves towards the goals of energy saving， low carbon， comfort， and environmental friendliness. In summary， with a passive design approach， the problems existing in the working environment and equipment process of the aquaculture building have been systematically solved. The research path， design strategy， and technical measures proposed in this project are widely applicable to the research， design， and quality improvement of different types of industrialized agricultural buildings.
2026, 56(3): 32-38.
doi: 10.3724/j.gyjzG23051609
Abstract:
In recent years， Chinese towns have actively engaged in the international "Slow City Movement"， seeking development directions and guidance. However， after over a decade of localization， China's slow cities have evolved distinct operational concepts and modes that differ from their Western counterparts， making it necessary to systematically examine and analyze these differences. Taking this as the starting point， this paper clarified the connotation of the "Slow City" concept and reviewed the development of the "Slow City Movement". Through an analysis of Western slow city cases， it summarized the renewal approaches and development modes of the Western slow city movement. Subsequently， by comparing the construction methods and development patterns of Chinese slow city cases， it identified the fundamental differences between Chinese and Western slow cities. Finally， it proposed strategies to mitigate these deviations in planning and construction， aiming to provide references and insights for the future development of slow cities in China.
In recent years， Chinese towns have actively engaged in the international "Slow City Movement"， seeking development directions and guidance. However， after over a decade of localization， China's slow cities have evolved distinct operational concepts and modes that differ from their Western counterparts， making it necessary to systematically examine and analyze these differences. Taking this as the starting point， this paper clarified the connotation of the "Slow City" concept and reviewed the development of the "Slow City Movement". Through an analysis of Western slow city cases， it summarized the renewal approaches and development modes of the Western slow city movement. Subsequently， by comparing the construction methods and development patterns of Chinese slow city cases， it identified the fundamental differences between Chinese and Western slow cities. Finally， it proposed strategies to mitigate these deviations in planning and construction， aiming to provide references and insights for the future development of slow cities in China.
2026, 56(3): 39-50.
doi: 10.3724/j.gyjzG25011501
Abstract:
This study employed the literature analysis method to preliminarily identify evaluation elements for the landscape of grassland cities in Inner Mongolia. Data on public perceptions and assessments of these elements were collected through questionnaires， while structural equation modeling was applied to determine the weights of evaluation indicators and to verify the scientific validity and rationality of the indicator system. Finally， a grassland city landscape evaluation index system was established， consisting of three dimensions （natural environment， human environment， and built environment）， 19 factor layers， and 37 indicator layers. Taking Xilinhot City， a typical grassland city in Inner Mongolia， as an empirical case， a landscape evaluation was conducted. The results indicated general agreement with the overall urban character： both the natural and human environments received evaluation ratings of "relatively agreeable"， while the built environment was rated as "average".
This study employed the literature analysis method to preliminarily identify evaluation elements for the landscape of grassland cities in Inner Mongolia. Data on public perceptions and assessments of these elements were collected through questionnaires， while structural equation modeling was applied to determine the weights of evaluation indicators and to verify the scientific validity and rationality of the indicator system. Finally， a grassland city landscape evaluation index system was established， consisting of three dimensions （natural environment， human environment， and built environment）， 19 factor layers， and 37 indicator layers. Taking Xilinhot City， a typical grassland city in Inner Mongolia， as an empirical case， a landscape evaluation was conducted. The results indicated general agreement with the overall urban character： both the natural and human environments received evaluation ratings of "relatively agreeable"， while the built environment was rated as "average".
2026, 56(3): 51-58.
doi: 10.3724/j.gyjzG23062108
Abstract:
In order to analyze the characteristics of the spatial pattern of traditional village landscapes and to protect the integrity and stability of village landscapes， based on remote sensing technology and the ArcGIS platform， the spatial pattern of Jiangtou Ancient Village in Guilin was analyzed using a region-based feature fusion extraction method. The improved Cellular Automata （CA） model was used to simulate the landscape evolution process of Jiangtou Ancient Village. The application results showed that the rapid feature extraction method based on regional fusion effectively extracted landscape distribution features and obtained various landscape distribution result maps. The Producer’s Accuracy （PA）， Overall Accuracy （OA）， Figure of Merit （Fom）， and Kappa index values of the improved CA model reached the highest values of 0.88， 0.86， 0.65， and 0.58， respectively. The results indicate that this model， which achieved higher overall accuracy than other models， can provide technical guidance for the scientific planning of rural spatial patterns in China.
In order to analyze the characteristics of the spatial pattern of traditional village landscapes and to protect the integrity and stability of village landscapes， based on remote sensing technology and the ArcGIS platform， the spatial pattern of Jiangtou Ancient Village in Guilin was analyzed using a region-based feature fusion extraction method. The improved Cellular Automata （CA） model was used to simulate the landscape evolution process of Jiangtou Ancient Village. The application results showed that the rapid feature extraction method based on regional fusion effectively extracted landscape distribution features and obtained various landscape distribution result maps. The Producer’s Accuracy （PA）， Overall Accuracy （OA）， Figure of Merit （Fom）， and Kappa index values of the improved CA model reached the highest values of 0.88， 0.86， 0.65， and 0.58， respectively. The results indicate that this model， which achieved higher overall accuracy than other models， can provide technical guidance for the scientific planning of rural spatial patterns in China.
2026, 56(3): 59-67.
doi: 10.3724/j.gyjzG23052103
Abstract:
As the architectural form of the highest grade and most complex construction found in the Lanzhou region， the gable-and-hip roof features gable framing and craftsmanship that represent the most prominent characteristics of local construction techniques. Its gable framework， in particular， reflects a distinctive status that sets it apart from other architectural forms. Focusing on the gable construction of gable-and-hip roof in the Lanzhou area， this study employs architectural surveying and interviews with master carpenters to systematically analyze both the typology of “typical practices” in the structural framework and the construction logic of “typical components”.The research aims to uncover the principles underlying the gable construction of gable-and-hip roof， with the goal of supplementing and refining the inheritance of wooden construction techniques in the Lanzhou region， and further contributing to the establishment of a construction atlas of gable-and-hip roof across different areas.
As the architectural form of the highest grade and most complex construction found in the Lanzhou region， the gable-and-hip roof features gable framing and craftsmanship that represent the most prominent characteristics of local construction techniques. Its gable framework， in particular， reflects a distinctive status that sets it apart from other architectural forms. Focusing on the gable construction of gable-and-hip roof in the Lanzhou area， this study employs architectural surveying and interviews with master carpenters to systematically analyze both the typology of “typical practices” in the structural framework and the construction logic of “typical components”.The research aims to uncover the principles underlying the gable construction of gable-and-hip roof， with the goal of supplementing and refining the inheritance of wooden construction techniques in the Lanzhou region， and further contributing to the establishment of a construction atlas of gable-and-hip roof across different areas.
2026, 56(3): 68-76.
doi: 10.3724/j.gyjzG25092605
Abstract:
Against the backdrop of industrial heritage conservation and reuse， the revitalisation of spatial vitality has emerged as a crucial pathway for the transformation and renewal of industrial heritage sites. Taking the industrial heritage of Zhengzhou Oil Refinery as a case study， this research adopts installation art as the starting point for vitality activation. By constructing a “cognitive-spatial-environmental” dimensional framework and employing grey relational analysis to identify the correlation between spatial vitality elements and spatial activation， it reveals the mechanism through which the integration of installation art contributes to the formation of public spatial vitality within industrial heritage sites. Findings indicate： within the cognitive dimension， functional requirements exhibit the highest correlation （0.708）， demonstrating that the thematic distinctiveness and expressive form of installation art significantly enhance public recognition and emotional engagement. Within the spatial dimension， functional requirements also show the strongest correlation （0.892）， indicating that the layout and functional design of installation art decisively influence spatial order and crowd aggregation. Within the environmental dimension， functional requirements showed high correlations with spatial organisation （0.777） and activity facilities （0.733）， while activity facilities had the lowest correlation （0.202）. This indicates that the functionality and layout of installation art significantly drive environmental vitality， with facility enhancement serving as a supplementary optimisation.
Against the backdrop of industrial heritage conservation and reuse， the revitalisation of spatial vitality has emerged as a crucial pathway for the transformation and renewal of industrial heritage sites. Taking the industrial heritage of Zhengzhou Oil Refinery as a case study， this research adopts installation art as the starting point for vitality activation. By constructing a “cognitive-spatial-environmental” dimensional framework and employing grey relational analysis to identify the correlation between spatial vitality elements and spatial activation， it reveals the mechanism through which the integration of installation art contributes to the formation of public spatial vitality within industrial heritage sites. Findings indicate： within the cognitive dimension， functional requirements exhibit the highest correlation （0.708）， demonstrating that the thematic distinctiveness and expressive form of installation art significantly enhance public recognition and emotional engagement. Within the spatial dimension， functional requirements also show the strongest correlation （0.892）， indicating that the layout and functional design of installation art decisively influence spatial order and crowd aggregation. Within the environmental dimension， functional requirements showed high correlations with spatial organisation （0.777） and activity facilities （0.733）， while activity facilities had the lowest correlation （0.202）. This indicates that the functionality and layout of installation art significantly drive environmental vitality， with facility enhancement serving as a supplementary optimisation.
2026, 56(3): 77-86.
doi: 10.3724/j.gyjzG25021002
Abstract:
Collective welfare facilities are a product of the industrial construction period，not only reflecting the collectivist ideology under specific historical conditions，but also witnessing the development and evolution of industrial construction，production and lifestyle. The study takes Xianyang City in Shaanxi Province as an example. Based on the industrial living area welfare facilities in the era of enterprise-run society in China，the study takes the collective welfare facilities of Northwest State Cotton Factory No. 2 （Factory No. 2），Northwest State Cotton Factory No. 7（Factory No. 7），and Shaanxi Colour Picture Tube Plant（CPT Plant），which were constructed in different historical periods，as samples and examines them through the analysis. The study systematically sorted out the planning，layout ideas and spatial characteristics of the collective welfare facilities in the living areas during the early period of the planned economy，the period of the Great Leap Forward，and the early period of reform and opening-up，after which it reveals the evolution process from closed self-use to open public use. The study provides a historical basis for further enriching the value study of industrial heritage in China，and also provides a historical basis for the protection and reuse of architectural heritage in high-quality urban renewal.
Collective welfare facilities are a product of the industrial construction period，not only reflecting the collectivist ideology under specific historical conditions，but also witnessing the development and evolution of industrial construction，production and lifestyle. The study takes Xianyang City in Shaanxi Province as an example. Based on the industrial living area welfare facilities in the era of enterprise-run society in China，the study takes the collective welfare facilities of Northwest State Cotton Factory No. 2 （Factory No. 2），Northwest State Cotton Factory No. 7（Factory No. 7），and Shaanxi Colour Picture Tube Plant（CPT Plant），which were constructed in different historical periods，as samples and examines them through the analysis. The study systematically sorted out the planning，layout ideas and spatial characteristics of the collective welfare facilities in the living areas during the early period of the planned economy，the period of the Great Leap Forward，and the early period of reform and opening-up，after which it reveals the evolution process from closed self-use to open public use. The study provides a historical basis for further enriching the value study of industrial heritage in China，and also provides a historical basis for the protection and reuse of architectural heritage in high-quality urban renewal.
2026, 56(3): 87-92.
doi: 10.3724/j.gyjzG23102106
Abstract:
In increasingly complex engineering application scenarios， there is a high demand for welding stainless steel to carbon steel. However， differences in alloy content and physical properties between stainless steel and carbon steel often lead to various weld quality issues. Moreover， most current codes and standards do not permit welding these two materials together， creating a contradiction between engineering needs and specifications. The experimental studies and analyses conducted by scholars worldwide on the welding process， metallographic structure， and mechanical properties of stainless steel-carbon steel joints were summarized. The results indicate that with a proper welding process， such welded joints can achieve satisfactory mechanical properties. Tensile failure usually occurs in the heat-affected zone near the carbon steel side of the weld. Due to the potential difference between stainless steel and carbon steel， the welded joint becomes the weakest part in corrosive environments. Existing research focuses more on microstructural behavior and other microscopic aspects of butt welds， while studies on types of welded joints， macroscopic mechanical properties and design methods， as well as corrosion resistance and protective measures for welded joints， remain relatively limited.
In increasingly complex engineering application scenarios， there is a high demand for welding stainless steel to carbon steel. However， differences in alloy content and physical properties between stainless steel and carbon steel often lead to various weld quality issues. Moreover， most current codes and standards do not permit welding these two materials together， creating a contradiction between engineering needs and specifications. The experimental studies and analyses conducted by scholars worldwide on the welding process， metallographic structure， and mechanical properties of stainless steel-carbon steel joints were summarized. The results indicate that with a proper welding process， such welded joints can achieve satisfactory mechanical properties. Tensile failure usually occurs in the heat-affected zone near the carbon steel side of the weld. Due to the potential difference between stainless steel and carbon steel， the welded joint becomes the weakest part in corrosive environments. Existing research focuses more on microstructural behavior and other microscopic aspects of butt welds， while studies on types of welded joints， macroscopic mechanical properties and design methods， as well as corrosion resistance and protective measures for welded joints， remain relatively limited.
2026, 56(3): 93-99.
doi: 10.3724/j.gyjzG24090802
Abstract:
Steel plate shear walls are structural units widely used to improve the overall lateral stiffness of steel frame structures. It is essential to prevent out-of-plane instability during normal service to ensure the unit fulfills its shear resistance. This paper analyzes the stability of a novel portal steel plate shear wall under various stress conditions. Based on its structural characteristics and practical design needs， a simple and practical buckling-restraint design method is proposed. The main innovations of this method are： 1） Designers can determine the required parameters through simple calculations or graphical methods without performing secondary analysis for the buckling-restraint design. 2） It provides multiple effective buckling-restraint stiffening schemes for portal steel plate shear wall elements， which can be directly selected based on relevant conditions and requirements.
Steel plate shear walls are structural units widely used to improve the overall lateral stiffness of steel frame structures. It is essential to prevent out-of-plane instability during normal service to ensure the unit fulfills its shear resistance. This paper analyzes the stability of a novel portal steel plate shear wall under various stress conditions. Based on its structural characteristics and practical design needs， a simple and practical buckling-restraint design method is proposed. The main innovations of this method are： 1） Designers can determine the required parameters through simple calculations or graphical methods without performing secondary analysis for the buckling-restraint design. 2） It provides multiple effective buckling-restraint stiffening schemes for portal steel plate shear wall elements， which can be directly selected based on relevant conditions and requirements.
2026, 56(3): 100-108.
doi: 10.3724/j.gyjzG22061010
Abstract:
Corrugated steel sheet-sheathed cold-formed steel （CFS） shear walls are a new type of lateral force-resisting system. They have attracted extensive attention in recent years due to their high shear capacity and non-flammability. At present the shear capacity of such shear walls is mainly determined through experiments. There is limited variety in sheathing profiles and a lack of theoretical basis. To establish a design method for the shear capacity of corrugated steel sheet-sheathed shear walls， the shear capacity of shear walls was approximated by that of the sheathing instead. A total of 220 finite element models were developed to investigate the shear buckling load of corrugated steel sheets， and an eigenvalue buckling analysis was conducted. By considering both the elastic buckling strength and post-buckling strength of corrugated steel sheets， a calculation method for the shear capacity of corrugated steel sheet-sheathed shear walls was established. This method features a simple formulation and high computational accuracy， providing effective predictions for the shear capacity of walls sheathed with corrugated sheets having a rib height of approximately 15 mm.
Corrugated steel sheet-sheathed cold-formed steel （CFS） shear walls are a new type of lateral force-resisting system. They have attracted extensive attention in recent years due to their high shear capacity and non-flammability. At present the shear capacity of such shear walls is mainly determined through experiments. There is limited variety in sheathing profiles and a lack of theoretical basis. To establish a design method for the shear capacity of corrugated steel sheet-sheathed shear walls， the shear capacity of shear walls was approximated by that of the sheathing instead. A total of 220 finite element models were developed to investigate the shear buckling load of corrugated steel sheets， and an eigenvalue buckling analysis was conducted. By considering both the elastic buckling strength and post-buckling strength of corrugated steel sheets， a calculation method for the shear capacity of corrugated steel sheet-sheathed shear walls was established. This method features a simple formulation and high computational accuracy， providing effective predictions for the shear capacity of walls sheathed with corrugated sheets having a rib height of approximately 15 mm.
2026, 56(3): 109-117.
doi: 10.3724/j.gyjzG23030101
Abstract:
In order to study the hysteretic behavior of aluminum alloy T-shaped beam-column joints after exposure to high temperatures， the stress and deformation mechanisms of T-shaped beam-column joints were analyzed by comparing quasi-static loading tests with ABAQUS finite element simulations， and a parametric finite element parameter analysis was carried out. The results showed that the finite element model accurately simulated the test process. When the joint was subjected to high temperatures of 450 ℃， 300 ℃， 150 ℃， and room temperature， the failure mode was brittle fracture. Hysteresis curves were pinched due to bolt slip. Increasing the thickness of the T-stub gusset plate reduced the stress concentration at the corner of the gusset plate， and the failure mode of the joint shifted to the deformation failure of the hole at the beam end. Increasing the number of gusset plate bolts mitigated the decrease in the bearing capacity of the joint caused by sliding and improved the bearing capacity of the joint during the middle and late stages of loading. At normal temperature， increasing the thickness of gusset plate prevented brittle fracture of the joint. The joint that experienced a maximum temperature of up to 150 ℃ exhibited seismic performance similar to that at room temperature. With the increase of temperature， the allowable axial compression ratio range of the joint gradually decreased， and the failure mode of the joint shifted to early buckling failure of the column. After the maximum temperature exceeded 150 ℃， the ductility of the beam-column joint increased while the bearing capacity decreased， necessitating additional reinforcement.
In order to study the hysteretic behavior of aluminum alloy T-shaped beam-column joints after exposure to high temperatures， the stress and deformation mechanisms of T-shaped beam-column joints were analyzed by comparing quasi-static loading tests with ABAQUS finite element simulations， and a parametric finite element parameter analysis was carried out. The results showed that the finite element model accurately simulated the test process. When the joint was subjected to high temperatures of 450 ℃， 300 ℃， 150 ℃， and room temperature， the failure mode was brittle fracture. Hysteresis curves were pinched due to bolt slip. Increasing the thickness of the T-stub gusset plate reduced the stress concentration at the corner of the gusset plate， and the failure mode of the joint shifted to the deformation failure of the hole at the beam end. Increasing the number of gusset plate bolts mitigated the decrease in the bearing capacity of the joint caused by sliding and improved the bearing capacity of the joint during the middle and late stages of loading. At normal temperature， increasing the thickness of gusset plate prevented brittle fracture of the joint. The joint that experienced a maximum temperature of up to 150 ℃ exhibited seismic performance similar to that at room temperature. With the increase of temperature， the allowable axial compression ratio range of the joint gradually decreased， and the failure mode of the joint shifted to early buckling failure of the column. After the maximum temperature exceeded 150 ℃， the ductility of the beam-column joint increased while the bearing capacity decreased， necessitating additional reinforcement.
2026, 56(3): 118-125.
doi: 10.3724/j.gyjzG23092609
Abstract:
As a new type of fastener， ring-groove rivets have been widely used in aerospace， rail transit， bridge engineering， building structures， and other related fields because of their excellent performance. In the field of power towers， the main connections mainly use bolt connections， and the load-bearing mode is mainly shear connection. As a new connection technology， ring-groove rivets are not currently used in the field of power towers. In order to ensure that the shear performance of the main joint meets the requirements， this study conducted shear static tests and joint shear tests on Grade 8.8 ring-groove rivets and ordinary bolts of the same specification， comparing both their single-rivet performance and their shear performance in joint connections. The results showed that the single-rivet performance of the ring-groove rivets was superior to that of the ordinary bolts. Under the premise that the plate strength， hole spacing， and edge distance met the requirements， the bearing capacity of the connectors was determined by the shear strength of the ring-groove rivets， and the failure mode was rivet shear. The friction force between the plates was negligible and the connection form was a pressure-bearing connection. The shear performance of the ring-groove rivets was better than that of the ordinary bolts of the same specification， and the slip generated during the failure process was the same. In terms of shear capacity， ring-groove rivets can replace bolts for connections in transmission towers.
As a new type of fastener， ring-groove rivets have been widely used in aerospace， rail transit， bridge engineering， building structures， and other related fields because of their excellent performance. In the field of power towers， the main connections mainly use bolt connections， and the load-bearing mode is mainly shear connection. As a new connection technology， ring-groove rivets are not currently used in the field of power towers. In order to ensure that the shear performance of the main joint meets the requirements， this study conducted shear static tests and joint shear tests on Grade 8.8 ring-groove rivets and ordinary bolts of the same specification， comparing both their single-rivet performance and their shear performance in joint connections. The results showed that the single-rivet performance of the ring-groove rivets was superior to that of the ordinary bolts. Under the premise that the plate strength， hole spacing， and edge distance met the requirements， the bearing capacity of the connectors was determined by the shear strength of the ring-groove rivets， and the failure mode was rivet shear. The friction force between the plates was negligible and the connection form was a pressure-bearing connection. The shear performance of the ring-groove rivets was better than that of the ordinary bolts of the same specification， and the slip generated during the failure process was the same. In terms of shear capacity， ring-groove rivets can replace bolts for connections in transmission towers.
2026, 56(3): 126-135.
doi: 10.3724/j.gyjzG23103107
Abstract:
As an important connector in cold-formed steel structures， the shear performance and failure modes of self-tapping screws directly affect the mechanical properties and failure modes of the structure. At present， researchers worldwide have focused mainly on the shear capacity of single self-tapping screws， while the studies related to the shear-slip constitutive relationship are scarce. Therefore， this paper summarized and analyzed both previous shear test results of single self-tapping screws and the tests conducted in this study. Using the XTDIC three-dimensional full-field strain measurement and analysis system， an in-depth analysis of the shear failure mechanism of self-tapping screw connections in cold-formed steel was conducted. Considering the effects of screw diameter， plate thickness， and material properties， two shear-slip constitutive models corresponding to the two major shear failure modes of such connections were proposed， which showed good agreement with the experimental results.
As an important connector in cold-formed steel structures， the shear performance and failure modes of self-tapping screws directly affect the mechanical properties and failure modes of the structure. At present， researchers worldwide have focused mainly on the shear capacity of single self-tapping screws， while the studies related to the shear-slip constitutive relationship are scarce. Therefore， this paper summarized and analyzed both previous shear test results of single self-tapping screws and the tests conducted in this study. Using the XTDIC three-dimensional full-field strain measurement and analysis system， an in-depth analysis of the shear failure mechanism of self-tapping screw connections in cold-formed steel was conducted. Considering the effects of screw diameter， plate thickness， and material properties， two shear-slip constitutive models corresponding to the two major shear failure modes of such connections were proposed， which showed good agreement with the experimental results.
2026, 56(3): 136-143.
doi: 10.3724/j.gyjzG23011005
Abstract:
Four groups of twelve high-strength bolted connection specimens with different hole types were fabricated and tested in shear using Q235 steel， Q355 steel， and Grade 10.9 high-strength bolts. A finite element model was established to analyze the shear performance of high-strength bolted connections with different hole types， investigating the effects of three factors： bolt hole type， preload loss rate， and anti-slip coefficient. The variation patterns of preload force and anti-slip coefficient for connections with various bolt hole types were identified. The results showed that changes in bolt hole type and preload force had a minor effect on the ultimate shear bearing capacity of the specimens. In contrast， the anti-slip coefficient had the greatest influence on the slip load and ultimate shear bearing capacity of standard hole specimens， and the smallest effect on the initial slip load of slotted hole specimens with internal force perpendicular to the slot direction.
Four groups of twelve high-strength bolted connection specimens with different hole types were fabricated and tested in shear using Q235 steel， Q355 steel， and Grade 10.9 high-strength bolts. A finite element model was established to analyze the shear performance of high-strength bolted connections with different hole types， investigating the effects of three factors： bolt hole type， preload loss rate， and anti-slip coefficient. The variation patterns of preload force and anti-slip coefficient for connections with various bolt hole types were identified. The results showed that changes in bolt hole type and preload force had a minor effect on the ultimate shear bearing capacity of the specimens. In contrast， the anti-slip coefficient had the greatest influence on the slip load and ultimate shear bearing capacity of standard hole specimens， and the smallest effect on the initial slip load of slotted hole specimens with internal force perpendicular to the slot direction.
2026, 56(3): 144-150.
doi: 10.3724/j.gyjzG23090906
Abstract:
In order to study the dynamic characteristics of the support structure of an offshore wind turbine （OWT）， a 1∶15 scaling model was designed for a 6.45 MW offshore single-pile wind turbine with a height of approximately 135 m. The similar design was carried out based on dimensional analysis， and the additional mass was designed in the form of “counterweight platform +counterweight block” to meet the similar stiffness. The effective length of the embedded steel pipe pile was determined using the equivalent embedding point method， and the dynamic characteristics of the tower structure were tested by applying a predefined displacement excitation along with bidirectional white noise input at its base. The test results showed that the damping ratio of the tower model was 0.67%， demonstrating low inherent structural damping. The experimental frequency was close to that of the prototype. Furthermore， the normalized mode shapes of the model and the full-scale structure showed good agreement， thereby validating the scaling method as reasonable and effective. The acceleration response at the tower top exhibited a distinct "beat vibration" phenomenon. This indicates that the highly flexible and slender structure produces torsion under the action of horizontal outward-excitation.
In order to study the dynamic characteristics of the support structure of an offshore wind turbine （OWT）， a 1∶15 scaling model was designed for a 6.45 MW offshore single-pile wind turbine with a height of approximately 135 m. The similar design was carried out based on dimensional analysis， and the additional mass was designed in the form of “counterweight platform +counterweight block” to meet the similar stiffness. The effective length of the embedded steel pipe pile was determined using the equivalent embedding point method， and the dynamic characteristics of the tower structure were tested by applying a predefined displacement excitation along with bidirectional white noise input at its base. The test results showed that the damping ratio of the tower model was 0.67%， demonstrating low inherent structural damping. The experimental frequency was close to that of the prototype. Furthermore， the normalized mode shapes of the model and the full-scale structure showed good agreement， thereby validating the scaling method as reasonable and effective. The acceleration response at the tower top exhibited a distinct "beat vibration" phenomenon. This indicates that the highly flexible and slender structure produces torsion under the action of horizontal outward-excitation.
2026, 56(3): 151-160.
doi: 10.3724/j.gyjzG23071703
Abstract:
The stiffness of semi-rigid joints in socket-and-disk cuplock steel tube formwork supports gradually decreases with increasing joint bending moment， showing an obvious nonlinear relationship. When multiple bending cross bars are connected to the buckle joint at the same time， stress overlap occurs at the buckle root， leading to reduced joint stiffness. This study investigates the variation law of stiffness values in semi-rigid joints of socket-and-disk supports under the combined action of one， two， three， and four cross bars through experimental testing and ABAQUS finite element numerical simulation. The mathematical statistical methods of the two-parameter logarithmic model and the trilinear model were used to process the test and finite element data， facilitating numerical analysis of joint stiffness and bending resistance in frame structures. The results showed that when the buckle joint connected two adjacent cross bars at a right angles， the stress overlap at the buckle root reduced the joint stiffness. Specifically， when the bending moment of the joint was 0-200 N·m， the stiffness value of semi-rigid joints should be 20-30 kN·m/rad；when the joint bending moment was 200-600 N·m， the stiffness value of semi-rigid joints should be 9-11 kN·m/rad；when the joint bending moment exceeded 600 N·m， the stiffness value of semi-rigid joints should be 2-6 kN·m/rad。
The stiffness of semi-rigid joints in socket-and-disk cuplock steel tube formwork supports gradually decreases with increasing joint bending moment， showing an obvious nonlinear relationship. When multiple bending cross bars are connected to the buckle joint at the same time， stress overlap occurs at the buckle root， leading to reduced joint stiffness. This study investigates the variation law of stiffness values in semi-rigid joints of socket-and-disk supports under the combined action of one， two， three， and four cross bars through experimental testing and ABAQUS finite element numerical simulation. The mathematical statistical methods of the two-parameter logarithmic model and the trilinear model were used to process the test and finite element data， facilitating numerical analysis of joint stiffness and bending resistance in frame structures. The results showed that when the buckle joint connected two adjacent cross bars at a right angles， the stress overlap at the buckle root reduced the joint stiffness. Specifically， when the bending moment of the joint was 0-200 N·m， the stiffness value of semi-rigid joints should be 20-30 kN·m/rad；when the joint bending moment was 200-600 N·m， the stiffness value of semi-rigid joints should be 9-11 kN·m/rad；when the joint bending moment exceeded 600 N·m， the stiffness value of semi-rigid joints should be 2-6 kN·m/rad。
2026, 56(3): 161-169.
doi: 10.3724/j.gyjzG23050910
Abstract:
In order to study the influence of residual stress on the fatigue performance of double-sided welded steel bridge decks， the welding process and residual stress distribution of double-sided welded U-rib steel bridge decks were studied by numerical simulations. It examined the effects of parameters on the residual stress distribution for four cracking modes in the roof-to-U-rib connection of double-sided welded U-rib steel bridge decks. Empirical formulas were derived to predict the residual stress distribution under these different cracking modes. The results showed that the transverse residual tensile stress for all four cracking modes exhibited a tension-compression-tension distribution pattern along the thickness direction. The maximum tensile stress observed was 241.5 MPa. For the T1 cracking mode （characterized by crack propagation at the outer weld toe through the plate thickness）， increasing the roof thickness from 12 mm to 20 mm caused the peak compressive stress to rise from 68 MPa to 93 MPa （a 35.8% increase）， while the tensile stress increased from 155.9 MPa to 199.6 MPa （a 28.0% increase）. The U-rib thickness showed minimal effect， but increasing the groove angle reduced both the transverse tensile stress and compressive stress. For the T2 cracking mode （characterized by crack propagation at the inner weld toe through the plate thickness）， the plate thickness had little influence on the peak compressive stress. However， the tensile stress increased from 186.7 MPa to 242.9 MPa， representing an increase of approximately 30.1%. Both the U-rib thickness and groove angle demonstrated negligible effects on the T2 mode.
In order to study the influence of residual stress on the fatigue performance of double-sided welded steel bridge decks， the welding process and residual stress distribution of double-sided welded U-rib steel bridge decks were studied by numerical simulations. It examined the effects of parameters on the residual stress distribution for four cracking modes in the roof-to-U-rib connection of double-sided welded U-rib steel bridge decks. Empirical formulas were derived to predict the residual stress distribution under these different cracking modes. The results showed that the transverse residual tensile stress for all four cracking modes exhibited a tension-compression-tension distribution pattern along the thickness direction. The maximum tensile stress observed was 241.5 MPa. For the T1 cracking mode （characterized by crack propagation at the outer weld toe through the plate thickness）， increasing the roof thickness from 12 mm to 20 mm caused the peak compressive stress to rise from 68 MPa to 93 MPa （a 35.8% increase）， while the tensile stress increased from 155.9 MPa to 199.6 MPa （a 28.0% increase）. The U-rib thickness showed minimal effect， but increasing the groove angle reduced both the transverse tensile stress and compressive stress. For the T2 cracking mode （characterized by crack propagation at the inner weld toe through the plate thickness）， the plate thickness had little influence on the peak compressive stress. However， the tensile stress increased from 186.7 MPa to 242.9 MPa， representing an increase of approximately 30.1%. Both the U-rib thickness and groove angle demonstrated negligible effects on the T2 mode.
2026, 56(3): 170-176.
doi: 10.3724/j.gyjzG23111412
Abstract:
In order to investigate the distribution of welding deformation and residual stress in corrugated web I-beams， an experimental study on welding residual stress was conducted using resistance strain gauges. A three-dimensional thermo-elastic-plastic finite element model was established and validated by comparing its results with the experimental data. A finite element model of a flat web I-beam with identical dimensions was also developed using the same methodology. By extracting stress contour plots and defining multiple paths in the model， the welding stress of the two beam types was analyzed. The resultant displacement distribution was studied along paths parallel to the weld. The analysis results showed that the maximum longitudinal residual stresses in the corrugated web and flat web I-beams were 410 MPa and 451 MPa， respectively. Overall， the former exhibited lower welding-induced residual stress than the latter. A region of high residual stress was observed at the bottom plate in front of the wave crest in the corrugated web I-beam， whereas the flat web I-beam showed a symmetrical stress distribution on both sides of the web. The maximum resultant displacement of the corrugated web I-beam was 1.32 mm， located at y+5.3 mm of the bottom plate on the right side of the weld. In contrast， the flat web I-beam had a maximum resultant displacement of 0.96 mm at z+5.3 mm on the web surface. For both types， the displacement at the web-to-bottom-plate junction was less than that at the weld. Furthermore， the displacement curve of the corrugated web I-beam exhibited a wavy profile， while that of the flat web I-beam was relatively smooth with clear distinctions between paths.
In order to investigate the distribution of welding deformation and residual stress in corrugated web I-beams， an experimental study on welding residual stress was conducted using resistance strain gauges. A three-dimensional thermo-elastic-plastic finite element model was established and validated by comparing its results with the experimental data. A finite element model of a flat web I-beam with identical dimensions was also developed using the same methodology. By extracting stress contour plots and defining multiple paths in the model， the welding stress of the two beam types was analyzed. The resultant displacement distribution was studied along paths parallel to the weld. The analysis results showed that the maximum longitudinal residual stresses in the corrugated web and flat web I-beams were 410 MPa and 451 MPa， respectively. Overall， the former exhibited lower welding-induced residual stress than the latter. A region of high residual stress was observed at the bottom plate in front of the wave crest in the corrugated web I-beam， whereas the flat web I-beam showed a symmetrical stress distribution on both sides of the web. The maximum resultant displacement of the corrugated web I-beam was 1.32 mm， located at y+5.3 mm of the bottom plate on the right side of the weld. In contrast， the flat web I-beam had a maximum resultant displacement of 0.96 mm at z+5.3 mm on the web surface. For both types， the displacement at the web-to-bottom-plate junction was less than that at the weld. Furthermore， the displacement curve of the corrugated web I-beam exhibited a wavy profile， while that of the flat web I-beam was relatively smooth with clear distinctions between paths.
2026, 56(3): 177-188.
doi: 10.3724/j.gyjzG23092814
Abstract:
As a new type of energy dissipation member， buckling-restrained braces （BRB） have been widely used in concrete structures. BRBs are connected with reinforced concrete members by embedded parts， which are the key force transmission components. In order to improve the bearing capacity of the embedded parts and facilitate construction， H-shaped steel embedded parts with web openings are proposed. The failure mode was explored through bending-shear tests and tensile tests. The test results showed that， due to the influence of bending moment， the failure mode of the bending-shear embedded parts involved the embedded part rotating as a whole around the loading end. This rotation caused the web strip far from the rotation point to fracture. Due to the insufficient shear capacity of the concrete beams， the failure mode of the tension embedded parts was shear failure of the concrete beams. Based on the test results， the finite element model was validated. The effects of loading point height， web depth， thickness， and anchor plate thickness on the mechanical properties of the embedded parts were analyzed using the finite element method. The results of the parametric analysis showed that an increase in bending moment reduced the bearing capacity of the embedded parts， while an increase in web height and thickness effectively improved the bearing capacity of the embedded parts； the anchor plate thickness， however， contributed little to the bearing capacity. Based on the test results and finite element analysis， combined with current specifications， a calculation method for the bearing capacity of H-shaped steel embedded parts with web openings was proposed.
As a new type of energy dissipation member， buckling-restrained braces （BRB） have been widely used in concrete structures. BRBs are connected with reinforced concrete members by embedded parts， which are the key force transmission components. In order to improve the bearing capacity of the embedded parts and facilitate construction， H-shaped steel embedded parts with web openings are proposed. The failure mode was explored through bending-shear tests and tensile tests. The test results showed that， due to the influence of bending moment， the failure mode of the bending-shear embedded parts involved the embedded part rotating as a whole around the loading end. This rotation caused the web strip far from the rotation point to fracture. Due to the insufficient shear capacity of the concrete beams， the failure mode of the tension embedded parts was shear failure of the concrete beams. Based on the test results， the finite element model was validated. The effects of loading point height， web depth， thickness， and anchor plate thickness on the mechanical properties of the embedded parts were analyzed using the finite element method. The results of the parametric analysis showed that an increase in bending moment reduced the bearing capacity of the embedded parts， while an increase in web height and thickness effectively improved the bearing capacity of the embedded parts； the anchor plate thickness， however， contributed little to the bearing capacity. Based on the test results and finite element analysis， combined with current specifications， a calculation method for the bearing capacity of H-shaped steel embedded parts with web openings was proposed.
2026, 56(3): 189-194.
doi: 10.3724/j.gyjzG25110402
Abstract:
The grid structure has been widely applied in various industrial and civil infrastructure buildings due to its advantages such as simple force-bearing， high stiffness， light self-weight， convenient construction， and good overall stability. The common construction methods for grid structures include the high-altitude bulk installation method， the strip/block installation method， the sliding method， the overall hoisting method， the overall jacking method， and the overall lifting method. Among these， the overall lifting method has the advantages of high assembly quality of the members， good structural stability during the lifting process， and fewer required formwork frames. Therefore， it has become one of the commonly used construction techniques for large-span spatial grid structures. This paper focuses on the non-synchronous lifting and breakage effect as the research objects， and systematically explores the mechanical properties of the lifting and lowering process in the construction of grid structures. Studies were conducted on the influence of non-uniformity of overall lifting on the mechanical properties of the overall lifting of the grid structure and the influence of non-uniform unloading on the unloading process. Considering situations such as displacement difference in a certain direction of the overall structure and displacement difference at a single lifting point， the impact of non-uniformity on the stress and reaction forces of the overall lifting structure was analyzed.The research results indicate that when the displacement difference exceeds 20 mm， the sensitivity of structural stress and lifting point reaction force to asynchronousity increases significantly. At a displacement difference of 60 mm， the maximum stress approaches the safety limit， and the maximum reaction force in the X-direction exceeds 3000 kN. After considering dynamic effects， the mid-span deflection of the structure increases by approximately 20% compared with the static analysis results. Based on the above findings， it is recommended that the construction step control limit be set at 20 mm， and a low initial lifting speed of 0.02 m/s be adopted to suppress dynamic fluctuations.
The grid structure has been widely applied in various industrial and civil infrastructure buildings due to its advantages such as simple force-bearing， high stiffness， light self-weight， convenient construction， and good overall stability. The common construction methods for grid structures include the high-altitude bulk installation method， the strip/block installation method， the sliding method， the overall hoisting method， the overall jacking method， and the overall lifting method. Among these， the overall lifting method has the advantages of high assembly quality of the members， good structural stability during the lifting process， and fewer required formwork frames. Therefore， it has become one of the commonly used construction techniques for large-span spatial grid structures. This paper focuses on the non-synchronous lifting and breakage effect as the research objects， and systematically explores the mechanical properties of the lifting and lowering process in the construction of grid structures. Studies were conducted on the influence of non-uniformity of overall lifting on the mechanical properties of the overall lifting of the grid structure and the influence of non-uniform unloading on the unloading process. Considering situations such as displacement difference in a certain direction of the overall structure and displacement difference at a single lifting point， the impact of non-uniformity on the stress and reaction forces of the overall lifting structure was analyzed.The research results indicate that when the displacement difference exceeds 20 mm， the sensitivity of structural stress and lifting point reaction force to asynchronousity increases significantly. At a displacement difference of 60 mm， the maximum stress approaches the safety limit， and the maximum reaction force in the X-direction exceeds 3000 kN. After considering dynamic effects， the mid-span deflection of the structure increases by approximately 20% compared with the static analysis results. Based on the above findings， it is recommended that the construction step control limit be set at 20 mm， and a low initial lifting speed of 0.02 m/s be adopted to suppress dynamic fluctuations.
2026, 56(3): 195-203.
doi: 10.3724/j.gyjzG24040716
Abstract:
A novel top-supporting modular truss system for prefabricated concrete slabs is proposed in this paper. This system can be assembled using standard modular truss units. By embedding bolts in the prefabricated floor slabs， the assembled truss support system can be installed at the corresponding positions on the slabs without the need for bottom supports. A parametric analysis using a finite element model was conducted to investigate the internal force distribution of the truss supports， the mid-span deflection of the slabs， and the damage during the construction stage. From the perspective of bearing capacity， stiffness， steel consumption， and construction convenience， reasonable structural forms and optimal component types were determined for the top-supporting truss system， and a supporting construction technical process was proposed. Research shows that the system is structurally reasonable， safe and reliable， easy to install and dismantle， and consumes less steel， which effectively reduces construction time and costs. Thus， this supporting system holds significant promotion value for practical engineering projects.
A novel top-supporting modular truss system for prefabricated concrete slabs is proposed in this paper. This system can be assembled using standard modular truss units. By embedding bolts in the prefabricated floor slabs， the assembled truss support system can be installed at the corresponding positions on the slabs without the need for bottom supports. A parametric analysis using a finite element model was conducted to investigate the internal force distribution of the truss supports， the mid-span deflection of the slabs， and the damage during the construction stage. From the perspective of bearing capacity， stiffness， steel consumption， and construction convenience， reasonable structural forms and optimal component types were determined for the top-supporting truss system， and a supporting construction technical process was proposed. Research shows that the system is structurally reasonable， safe and reliable， easy to install and dismantle， and consumes less steel， which effectively reduces construction time and costs. Thus， this supporting system holds significant promotion value for practical engineering projects.
2026, 56(3): 204-215.
doi: 10.3724/j.gyjzG23062507
Abstract:
Due to the perennial windy environment， the transmission lines in Tibet frequently experience accidents such as wind-induced flashovers and even tower collapse. Based on a 220 kV transmission line project in Tibet， a study of wind-induced vibration response and the corresponding structural design of a cup-type transmission tower-line system was carried out. Firstly， a method for analyzing wind-induced vibration analysis method was proposed to accurately simulate the dynamic behavior of the transmission tower-line system. The Davenport wind power spectrum and the AR model were employed to simulate the 3D fluctuating wind load， which was then applied to the finite element model of the transmission tower-line system. By combined these methods， dynamic response and wind-induced vibration coefficients of the transmission tower system were calculated on the basis of random vibration theory. Secondly， based on the above methods， simulation calculations were conducted on the cup-type transmission tower and its typical lines in Tibet. The study investigated the vibration response and wind-induced vibration coefficients of the tower-line system under different wind directions. A comparative analysis with current design codes reveals that the existing specifications lead to unreasonable outcomes in the wind-resistant design of transmission towers： the overall design is overly conservative， certain aspects remain unsafe， indicating an urgent need for improvement.
Due to the perennial windy environment， the transmission lines in Tibet frequently experience accidents such as wind-induced flashovers and even tower collapse. Based on a 220 kV transmission line project in Tibet， a study of wind-induced vibration response and the corresponding structural design of a cup-type transmission tower-line system was carried out. Firstly， a method for analyzing wind-induced vibration analysis method was proposed to accurately simulate the dynamic behavior of the transmission tower-line system. The Davenport wind power spectrum and the AR model were employed to simulate the 3D fluctuating wind load， which was then applied to the finite element model of the transmission tower-line system. By combined these methods， dynamic response and wind-induced vibration coefficients of the transmission tower system were calculated on the basis of random vibration theory. Secondly， based on the above methods， simulation calculations were conducted on the cup-type transmission tower and its typical lines in Tibet. The study investigated the vibration response and wind-induced vibration coefficients of the tower-line system under different wind directions. A comparative analysis with current design codes reveals that the existing specifications lead to unreasonable outcomes in the wind-resistant design of transmission towers： the overall design is overly conservative， certain aspects remain unsafe， indicating an urgent need for improvement.
2026, 56(3): 216-222.
doi: 10.3724/j.gyjzG23101906
Abstract:
The base of transmission towers is prone to localized corrosion due to factors such as saline soil erosion， rainwater accumulation， and atmospheric corrosion. Using 304 stainless steel for the base plate can effectively enhance the corrosion resistance of the tower base. Based on the measured stress-strain curve of stainless steel， the R-O， M-R-O， G-R-O， and Q-R-O models were used to fit its constitutive relation， and a constitutive model suitable for 304 stainless steel was determined. The finite element method was used to conduct an in-depth analysis of the mechanical properties of typical four-anchor-bolt and eight-anchor-bolt base plates in transmission towers， examining the influence of base plate thickness， stiffener thickness， and stiffener height on the bearing capacity. The research results showed that the mechanical properties of stainless steel base plates was not inferior to that of traditional Q355 steel base plates， and the thickness of the base plate had the most significant effect on the bearing capacity.
The base of transmission towers is prone to localized corrosion due to factors such as saline soil erosion， rainwater accumulation， and atmospheric corrosion. Using 304 stainless steel for the base plate can effectively enhance the corrosion resistance of the tower base. Based on the measured stress-strain curve of stainless steel， the R-O， M-R-O， G-R-O， and Q-R-O models were used to fit its constitutive relation， and a constitutive model suitable for 304 stainless steel was determined. The finite element method was used to conduct an in-depth analysis of the mechanical properties of typical four-anchor-bolt and eight-anchor-bolt base plates in transmission towers， examining the influence of base plate thickness， stiffener thickness， and stiffener height on the bearing capacity. The research results showed that the mechanical properties of stainless steel base plates was not inferior to that of traditional Q355 steel base plates， and the thickness of the base plate had the most significant effect on the bearing capacity.
2026, 56(3): 223-234.
doi: 10.3724/j.gyjzG23072412
Abstract:
Soil thermal conductivity is an important thermophysical parameter for soil heat transfer analysis， widely used in fields involving thermal effects. Accurate prediction of soil thermal conductivity is crucial due to numerous challenges in measuring soil thermal conductivity. In terms of that， this study utilized experimental data on soil thermal conductivity to evaluate the prediction accuracy of four classical models， then examined the impact of model parameters on the predicted values of thermal conductivity， and porosity on the value selecting of model parameters. To enhance the prediction accuracy， this research used the best-performing model to predict the soil thermal conductivity with different soil textures based on the evaluation results. A parameter calculation model was also developed to improve the model's applicability. The results indicated that： 1） the Bi-Zhang-Chen model exhibited the highest overall calculation accuracy among different soils， followed by the Côté-Konrad model， the Lu-Ren-Gong model， and the Chen model. More specifically， the Bi-Zhang-Chen model showed small calculation errors for sandy soil， loess， silty soil， and clay， while the Côté-Konrad model yielded more accurate results for quartz sand soil. 2） Soil porosity had a significant impact on model parameter values in the same region， particularly showing strong regularity in loess. 3） Selecting different prediction models based on soil types can better predict the thermal conductivity of soils with different textures. The parameter calculation model established through model evaluation and parameter analysis can effectively predict the thermal conductivity of sandy soil， loess， silty soil， and clay. This study provides theoretical references for the improvement and establishment of soil thermal conductivity models.
Soil thermal conductivity is an important thermophysical parameter for soil heat transfer analysis， widely used in fields involving thermal effects. Accurate prediction of soil thermal conductivity is crucial due to numerous challenges in measuring soil thermal conductivity. In terms of that， this study utilized experimental data on soil thermal conductivity to evaluate the prediction accuracy of four classical models， then examined the impact of model parameters on the predicted values of thermal conductivity， and porosity on the value selecting of model parameters. To enhance the prediction accuracy， this research used the best-performing model to predict the soil thermal conductivity with different soil textures based on the evaluation results. A parameter calculation model was also developed to improve the model's applicability. The results indicated that： 1） the Bi-Zhang-Chen model exhibited the highest overall calculation accuracy among different soils， followed by the Côté-Konrad model， the Lu-Ren-Gong model， and the Chen model. More specifically， the Bi-Zhang-Chen model showed small calculation errors for sandy soil， loess， silty soil， and clay， while the Côté-Konrad model yielded more accurate results for quartz sand soil. 2） Soil porosity had a significant impact on model parameter values in the same region， particularly showing strong regularity in loess. 3） Selecting different prediction models based on soil types can better predict the thermal conductivity of soils with different textures. The parameter calculation model established through model evaluation and parameter analysis can effectively predict the thermal conductivity of sandy soil， loess， silty soil， and clay. This study provides theoretical references for the improvement and establishment of soil thermal conductivity models.
2026, 56(3): 235-243.
doi: 10.3724/j.gyjzG23091411
Abstract:
Oily sludge is an industrial waste generated from oil field exploitation， petroleum refining， transportation， and usage. Every year， a great amount of oily sludge is produced worldwide， which will bring huge storage cost and cause serious environmental pollution problems if not properly treated. In this article， we carried out a trial study to mix the oily sludge after pyrolysis and lime with loess， and applied it to filling engineering to utilize the residue. The effects of different compactness， water content， and consolidation confining pressure on the mechanical properties of oily sludge-lime loess under the optimal mix ratio were studied. The research results showed that compaction degree， water content， and confining pressure all had a great influence on the stress-strain curve. Under the conditions of high compaction， low water content， and low confining pressure， most of the stress-strain curves were strain softening curves. With the increase of water content and confining pressure， the degree of compaction decreased， and the stress-strain curve gradually transitions from softening type to hardening type. And with the increase of compaction degree and decrease of the water content， both the cohesion and internal friction angle increased. The soil showed shear slip failure under low confining pressure and low water content， and lateral expansion failure under other conditions. The research results can provide theoretical and experimental support for the treatment and engineering application of oily sludge residue.
Oily sludge is an industrial waste generated from oil field exploitation， petroleum refining， transportation， and usage. Every year， a great amount of oily sludge is produced worldwide， which will bring huge storage cost and cause serious environmental pollution problems if not properly treated. In this article， we carried out a trial study to mix the oily sludge after pyrolysis and lime with loess， and applied it to filling engineering to utilize the residue. The effects of different compactness， water content， and consolidation confining pressure on the mechanical properties of oily sludge-lime loess under the optimal mix ratio were studied. The research results showed that compaction degree， water content， and confining pressure all had a great influence on the stress-strain curve. Under the conditions of high compaction， low water content， and low confining pressure， most of the stress-strain curves were strain softening curves. With the increase of water content and confining pressure， the degree of compaction decreased， and the stress-strain curve gradually transitions from softening type to hardening type. And with the increase of compaction degree and decrease of the water content， both the cohesion and internal friction angle increased. The soil showed shear slip failure under low confining pressure and low water content， and lateral expansion failure under other conditions. The research results can provide theoretical and experimental support for the treatment and engineering application of oily sludge residue.
2026, 56(3): 244-252.
doi: 10.3724/j.gyjzG23061404
Abstract:
To explore the tensile mechanical properties of saturated and dry granite and marble at ultra-low temperatures， this study employed a specifically designed mechanical loading apparatus in an ultra-low temperature environment. Brazilian split tests were conducted on granite and marble at temperatures of -90 ℃， -120 ℃， and -165 ℃. The results indicated that the tensile strength of coarse-grained granite continuously increased as the temperature decreased under ultra-low temperature conditions， albeit at a decelerating rate. Fine-grained granite exhibited a weakening trend at -165 ℃ but remained higher than at ambient temperature. Compared with ambient conditions， rock fractures in ultra-low temperature environments not only demonstrated through-going cracks but also featured persistent cracks. Moreover， water-saturated specimens exhibited triangular zone failure at the base. The peak energy dissipation rate during the process of rock tensile failure showed a similar trend to the peak strength， with a strong correlation between the two. This study aims to examine the tensile failure performance of rocks in ultra-low temperature environments and the changes in patterns of rock properties under the coupling of force and temperature， offering engineering insights for the design of cavern-type liquefied natural gas （LNG） storage tanks.
To explore the tensile mechanical properties of saturated and dry granite and marble at ultra-low temperatures， this study employed a specifically designed mechanical loading apparatus in an ultra-low temperature environment. Brazilian split tests were conducted on granite and marble at temperatures of -90 ℃， -120 ℃， and -165 ℃. The results indicated that the tensile strength of coarse-grained granite continuously increased as the temperature decreased under ultra-low temperature conditions， albeit at a decelerating rate. Fine-grained granite exhibited a weakening trend at -165 ℃ but remained higher than at ambient temperature. Compared with ambient conditions， rock fractures in ultra-low temperature environments not only demonstrated through-going cracks but also featured persistent cracks. Moreover， water-saturated specimens exhibited triangular zone failure at the base. The peak energy dissipation rate during the process of rock tensile failure showed a similar trend to the peak strength， with a strong correlation between the two. This study aims to examine the tensile failure performance of rocks in ultra-low temperature environments and the changes in patterns of rock properties under the coupling of force and temperature， offering engineering insights for the design of cavern-type liquefied natural gas （LNG） storage tanks.
2026, 56(3): 253-260.
doi: 10.3724/j.gyjzG23081003
Abstract:
In order to study the deformation and failure mechanism of surrounding rock in tunnels crossing active fault zones， the Dongmachang No. 1 Tunnel of the Huali high-speed railway was taken as an example. The deformation behavior of the surrounding rock in the tunnel crossing an active fault zone was analyzed through field monitoring data， and the failure characteristics of the supporting structure were summarized. Based on relevant standards， the large deformation mechanism of the tunnel surrounding rock under the influence of the active fault was proposed. The analysis results showed that the deformation of the surrounding rock in the tunnel crossing an active fault zone was mainly the arch roof settlement. Large deformation was concentrated both in the highly fractured fault-influenced zone and in the tunnel exit section with high ground stress. The proportion of soft rock in the surrounding rock was relatively high （68.9%）， and cracking and rheological deformation of the supporting structure were severe. The overall strength-to-stress ratio of the surrounding rock was less than 0.25， the deformation rate exceeded 50 mm/d， and the total deformation exceeded 500 mm， indicating strong and large deformation. The deformation mechanisms of the surrounding rock included the fracturing and weathering of the rock mass in the fracture zone and its affected zones， the plastic flow mechanism of soft rock under high ground stress， and the plastic extrusion mechanism at soft-hard contacts or within soft interlayers in the soft rock mass.
In order to study the deformation and failure mechanism of surrounding rock in tunnels crossing active fault zones， the Dongmachang No. 1 Tunnel of the Huali high-speed railway was taken as an example. The deformation behavior of the surrounding rock in the tunnel crossing an active fault zone was analyzed through field monitoring data， and the failure characteristics of the supporting structure were summarized. Based on relevant standards， the large deformation mechanism of the tunnel surrounding rock under the influence of the active fault was proposed. The analysis results showed that the deformation of the surrounding rock in the tunnel crossing an active fault zone was mainly the arch roof settlement. Large deformation was concentrated both in the highly fractured fault-influenced zone and in the tunnel exit section with high ground stress. The proportion of soft rock in the surrounding rock was relatively high （68.9%）， and cracking and rheological deformation of the supporting structure were severe. The overall strength-to-stress ratio of the surrounding rock was less than 0.25， the deformation rate exceeded 50 mm/d， and the total deformation exceeded 500 mm， indicating strong and large deformation. The deformation mechanisms of the surrounding rock included the fracturing and weathering of the rock mass in the fracture zone and its affected zones， the plastic flow mechanism of soft rock under high ground stress， and the plastic extrusion mechanism at soft-hard contacts or within soft interlayers in the soft rock mass.
2026, 56(3): 261-269.
doi: 10.3724/j.gyjzG23122110
Abstract:
Steel pipe piles， concrete piles， and cement-soil piles that have been exposed to corrosive foundations， such as salt-rich marine soft soil， for a long time will all experience varying degrees of degradation on their surface layers. This leads to additional settlement of the piles under working load and seriously affects their service life. Research on the entire process of the settlement behavior of end-bearing-friction piles and foundation deformation features was conducted with the deepening of surface degradation in a half-model-accelerated degradation test. The experimental results showed that the additional settlement of degraded piles continued to increase. When the total settlement （which is the sum of the additional settlement of degraded piles and their settlement under working load） approached the ultimate settlement of non-degraded piles under ultimate load， the deformation characteristics of the foundation soil were similar. Namely， the deformation of the foundation soil around the piles was not significant， but the foundation soil at the pile end underwent small compression deformation.
Steel pipe piles， concrete piles， and cement-soil piles that have been exposed to corrosive foundations， such as salt-rich marine soft soil， for a long time will all experience varying degrees of degradation on their surface layers. This leads to additional settlement of the piles under working load and seriously affects their service life. Research on the entire process of the settlement behavior of end-bearing-friction piles and foundation deformation features was conducted with the deepening of surface degradation in a half-model-accelerated degradation test. The experimental results showed that the additional settlement of degraded piles continued to increase. When the total settlement （which is the sum of the additional settlement of degraded piles and their settlement under working load） approached the ultimate settlement of non-degraded piles under ultimate load， the deformation characteristics of the foundation soil were similar. Namely， the deformation of the foundation soil around the piles was not significant， but the foundation soil at the pile end underwent small compression deformation.
2026, 56(3): 270-276.
doi: 10.3724/j.gyjzG23082103
Abstract:
The application of steel cylindrical foundations is expanding because of the development of offshore engineering， and vibration penetration is a crucial method for installing these foundations. To investigate the variation pattern of driving resistance in steel cylindrical foundations， a model testing system was employed to subject the foundation model within a model box to high-frequency vibration loading. A series of model foundation vibration penetration tests were conducted in stratified soil under varying maximum vibration accelerations. The study examined the effects of vibration acceleration on driving resistance， excess pore pressure variation， and vibration penetration rate. Through plate penetration tests， the static friction characteristics between the cylinder and soil were determined. A comparison was made between the current Mizutani method and actual measurements. The research findings highlighted the significant impact of the maximum vibration acceleration of the system on the vibration penetration process. Under identical site and equipment conditions， scenarios with higher maximum vibration acceleration exhibited faster vibration penetration rates. The driving resistance， relative to static penetration resistance， demonstrated a notable reduction that was positively correlated with vibration acceleration. Notably， driving resistance estimated through the Mizutani method displayed a substantial tendency to be overestimated， leading to conservatism in engineering applications.
The application of steel cylindrical foundations is expanding because of the development of offshore engineering， and vibration penetration is a crucial method for installing these foundations. To investigate the variation pattern of driving resistance in steel cylindrical foundations， a model testing system was employed to subject the foundation model within a model box to high-frequency vibration loading. A series of model foundation vibration penetration tests were conducted in stratified soil under varying maximum vibration accelerations. The study examined the effects of vibration acceleration on driving resistance， excess pore pressure variation， and vibration penetration rate. Through plate penetration tests， the static friction characteristics between the cylinder and soil were determined. A comparison was made between the current Mizutani method and actual measurements. The research findings highlighted the significant impact of the maximum vibration acceleration of the system on the vibration penetration process. Under identical site and equipment conditions， scenarios with higher maximum vibration acceleration exhibited faster vibration penetration rates. The driving resistance， relative to static penetration resistance， demonstrated a notable reduction that was positively correlated with vibration acceleration. Notably， driving resistance estimated through the Mizutani method displayed a substantial tendency to be overestimated， leading to conservatism in engineering applications.
2026, 56(3): 277-287.
doi: 10.3724/j.gyjzG23091306
Abstract:
The distributed mortise-tenon joint is a novel type of joint used in large-diameter shield tunneling to resist longitudinal shear dislocation deformation between adjacent rings. Using the Wuhu Chengnan Extra-Large Diameter River-Crossing Tunnel as a prototype， this study established a numerical model for the joint and segment shear behavior， incorporating the effects of local plastic damage. The research investigated the shear-resistance evolution of distributed mortise-tenon joints and their influence on longitudinal load transfer in the tunnel. A comparison was made with continuous mortise-tenon segments. Finally， the reliability of the numerical results was verified against a theoretical calculation model. The results showed that： 1） Under applied displacement， the shear force variation in distributed mortise-tenon joints exhibited three distinct stages （I-III）. In Stage I， the joint contributed negligibly to shear resistance. In Stage II， the shear resistance increased sharply， reaching 64.4% of the total by the end of this stage. In Stage III， the shear force began to stabilize. 2） During shearing， the mortise-tenon joints above the waist experienced relatively rapid growth in shear resistance and contributed significantly， accounting for 76% of the total at the end of the engagement stage. 3） The longitudinal stress relaxation coefficient λ of the distributed mortise-tenon segment reached 17.1% at the ultimate shear limit， whereas that of the continuous ring-type mortise-tenon segment reached 29.6%. The relatively smaller relaxation area of the former is beneficial for controlling the longitudinal stability and preventing leakage of the overall tunnel structure.
The distributed mortise-tenon joint is a novel type of joint used in large-diameter shield tunneling to resist longitudinal shear dislocation deformation between adjacent rings. Using the Wuhu Chengnan Extra-Large Diameter River-Crossing Tunnel as a prototype， this study established a numerical model for the joint and segment shear behavior， incorporating the effects of local plastic damage. The research investigated the shear-resistance evolution of distributed mortise-tenon joints and their influence on longitudinal load transfer in the tunnel. A comparison was made with continuous mortise-tenon segments. Finally， the reliability of the numerical results was verified against a theoretical calculation model. The results showed that： 1） Under applied displacement， the shear force variation in distributed mortise-tenon joints exhibited three distinct stages （I-III）. In Stage I， the joint contributed negligibly to shear resistance. In Stage II， the shear resistance increased sharply， reaching 64.4% of the total by the end of this stage. In Stage III， the shear force began to stabilize. 2） During shearing， the mortise-tenon joints above the waist experienced relatively rapid growth in shear resistance and contributed significantly， accounting for 76% of the total at the end of the engagement stage. 3） The longitudinal stress relaxation coefficient λ of the distributed mortise-tenon segment reached 17.1% at the ultimate shear limit， whereas that of the continuous ring-type mortise-tenon segment reached 29.6%. The relatively smaller relaxation area of the former is beneficial for controlling the longitudinal stability and preventing leakage of the overall tunnel structure.
2026, 56(3): 288-293.
doi: 10.3724/j.gyjzG25092602
Abstract:
In order to solve the problem that the diseases of old railway tunnels in our country seriously affect the safety of train operation. Taking the Sanfang Tunnel project of the down line of the Tumen-Jiamusi Railway， which was built under the shallow-buried conditions of grade V rock mass during the Japanese occupation period as an example， four disease treatment schemes were adopted： simple disease treatment scheme， new tunnel detour on the left side， new tunnel detour on the right side， and in-situ expansion tunnel. The advantages and disadvantages of four schemes were compared and analyzed， as well as their applicable conditions. The excavation method of detecting the voids and loose accumulations behind the lining， performing advanced radial grouting and advanced small pipe support， and then cutting the existing lining in stages and sections was adopted. Manual or mechanical excavation was carried out， and static blasting was used when necessary. The tunnel on the upline was monitored to reduce the impact on the nearby upline tunnel and ensure its operational safety. The arch top and ground surface sedimentation analysis of the tunnel's excavation step by step was conducted using the MIDAS finite element software. Then， proposing to use in-situ tunnel expansion and discussing its feasibility. result The results show that under the same geological and construction technology conditions， the optimal position relationship is that the original tunnel is located below the new tunnel.
In order to solve the problem that the diseases of old railway tunnels in our country seriously affect the safety of train operation. Taking the Sanfang Tunnel project of the down line of the Tumen-Jiamusi Railway， which was built under the shallow-buried conditions of grade V rock mass during the Japanese occupation period as an example， four disease treatment schemes were adopted： simple disease treatment scheme， new tunnel detour on the left side， new tunnel detour on the right side， and in-situ expansion tunnel. The advantages and disadvantages of four schemes were compared and analyzed， as well as their applicable conditions. The excavation method of detecting the voids and loose accumulations behind the lining， performing advanced radial grouting and advanced small pipe support， and then cutting the existing lining in stages and sections was adopted. Manual or mechanical excavation was carried out， and static blasting was used when necessary. The tunnel on the upline was monitored to reduce the impact on the nearby upline tunnel and ensure its operational safety. The arch top and ground surface sedimentation analysis of the tunnel's excavation step by step was conducted using the MIDAS finite element software. Then， proposing to use in-situ tunnel expansion and discussing its feasibility. result The results show that under the same geological and construction technology conditions， the optimal position relationship is that the original tunnel is located below the new tunnel.
2026, 56(3): 294-300.
doi: 10.3724/j.gyjzG23082917
Abstract:
The stadium roof of Xiamen New Sports Center is mainly composed of giant arches， connecting grid frames， roof trusses， and facade curtain wall supporting structures， etc. Two giant arches are arranged from south to north， and a connecting grid is arranged between them. The main truss is arranged from east to west， supported by the giant arches and the slanted columns of the stands； the east and west facades are equipped with curtain wall supporting structures. The main installation idea of the roof is “first the main structure， then the secondary structure， and finally the curtain wall structure”. Compared with the final formed structure， the structure’s geometry， load-transfer system， stiffness， boundary constraints， and load actions have been changing during the construction and forming processes， and the corresponding structure’s displacement and stress have also been changing continuously. The stress on some oblique struts at the temporary support points of the connecting grid is too large， and reinforcement measures need to be taken. After the installation is completed， small additional stresses and additional deformations are locally produced in the structure， which have little impact on the bearing capacity and normal use of the structure. This analysis can be used to judge the mechanical rationality of the roof installation scheme， provide a theoretical basis for the preparation of the construction scheme， and serve as a reference for the construction mechanics design of similar projects in the future.
The stadium roof of Xiamen New Sports Center is mainly composed of giant arches， connecting grid frames， roof trusses， and facade curtain wall supporting structures， etc. Two giant arches are arranged from south to north， and a connecting grid is arranged between them. The main truss is arranged from east to west， supported by the giant arches and the slanted columns of the stands； the east and west facades are equipped with curtain wall supporting structures. The main installation idea of the roof is “first the main structure， then the secondary structure， and finally the curtain wall structure”. Compared with the final formed structure， the structure’s geometry， load-transfer system， stiffness， boundary constraints， and load actions have been changing during the construction and forming processes， and the corresponding structure’s displacement and stress have also been changing continuously. The stress on some oblique struts at the temporary support points of the connecting grid is too large， and reinforcement measures need to be taken. After the installation is completed， small additional stresses and additional deformations are locally produced in the structure， which have little impact on the bearing capacity and normal use of the structure. This analysis can be used to judge the mechanical rationality of the roof installation scheme， provide a theoretical basis for the preparation of the construction scheme， and serve as a reference for the construction mechanics design of similar projects in the future.
2026, 56(3): 301-308.
doi: 10.3724/j.gyjzG23111314
Abstract:
In the Suzhou Yangcheng Lake Scenic Area， a comprehensive hotel project featuring a conjoined tower structure was undertaken. To ensure the safety of the high-rise conjoined structure under seismic action and to reduce the interaction between the corridor structure and the main structure， a combined isolation system consisting of lead rubber bearings and viscous dampers was installed at the joints between the corridor structure and the main structure. Using the MIDAS/Gen software platform， a full model of the conjoined structure was established for response spectrum analysis and dynamic elastic-plastic time-history analysis. The dynamic responses of the main structure with and without the conjoined configuration were compared. The results showed that the bearing device provided effective damping and energy dissipation， effectively mitigating adverse interactions with the corridor structure. After the installation of the isolation system， all performance indexes of the conjoined structure meet the requirements of seismic design.
In the Suzhou Yangcheng Lake Scenic Area， a comprehensive hotel project featuring a conjoined tower structure was undertaken. To ensure the safety of the high-rise conjoined structure under seismic action and to reduce the interaction between the corridor structure and the main structure， a combined isolation system consisting of lead rubber bearings and viscous dampers was installed at the joints between the corridor structure and the main structure. Using the MIDAS/Gen software platform， a full model of the conjoined structure was established for response spectrum analysis and dynamic elastic-plastic time-history analysis. The dynamic responses of the main structure with and without the conjoined configuration were compared. The results showed that the bearing device provided effective damping and energy dissipation， effectively mitigating adverse interactions with the corridor structure. After the installation of the isolation system， all performance indexes of the conjoined structure meet the requirements of seismic design.
