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Steel Construction Published the List of Highly Influential Articles of 2020
Current Issue
2026, Volume 41, Issue 11
Display Method:
2026,
41(11):
1-11.
doi: 10.13206/j.gjgS25040301
Abstract
PDF (4749KB)
Abstract:
In order to realize the prefabricated joint of members in long-span spatial structures such as single-layer reticulated shells and suspend-domes， a cross-shaped prefabricated joint with additional screw rods is proposed based on welded ball joints. The joint consists of welded balls， circular steel tubes， connecting end plates， screw rods， T-shaped steel plates， angle steel connecting plates， and high-strength bolts. Using ABAQUS software， nine numerical models were established to conduct a parametric analysis of the joint’s flexural behavior. Firstly， the effects of the flange/web thickness of the T-shaped steel plate， the connecting plate thickness， and the screw rod diameter on the flexural behavior of the joint were investigated. The results showed that the cross-shaped prefabricated joint with additional screw rods exhibited satisfactory flexural behavior. The flange thickness and screw rod diameter of the T-shaped steel plate were identified as the key parameters affecting the in-plane flexural behavior， while the web thickness and screw rod diameter were the key parameters affecting the out-of-plane flexural behavior. Finally， based on the parametric analysis results， calculation methods for the bearing capacity and initial stiffness of the joint were proposed and verified. The results indicated that the errors of the proposed calculation methods were within 15%， demonstrating that they can effectively guide the design of the joint.
In order to realize the prefabricated joint of members in long-span spatial structures such as single-layer reticulated shells and suspend-domes， a cross-shaped prefabricated joint with additional screw rods is proposed based on welded ball joints. The joint consists of welded balls， circular steel tubes， connecting end plates， screw rods， T-shaped steel plates， angle steel connecting plates， and high-strength bolts. Using ABAQUS software， nine numerical models were established to conduct a parametric analysis of the joint’s flexural behavior. Firstly， the effects of the flange/web thickness of the T-shaped steel plate， the connecting plate thickness， and the screw rod diameter on the flexural behavior of the joint were investigated. The results showed that the cross-shaped prefabricated joint with additional screw rods exhibited satisfactory flexural behavior. The flange thickness and screw rod diameter of the T-shaped steel plate were identified as the key parameters affecting the in-plane flexural behavior， while the web thickness and screw rod diameter were the key parameters affecting the out-of-plane flexural behavior. Finally， based on the parametric analysis results， calculation methods for the bearing capacity and initial stiffness of the joint were proposed and verified. The results indicated that the errors of the proposed calculation methods were within 15%， demonstrating that they can effectively guide the design of the joint.
2026,
41(11):
12-16.
doi: 10.13206/j.gjgS26072745
Abstract:
Since Euler proposed Euler’s formula， researchers have continuously expanded its applicable scenarios and scope over the past 200 years. Engesser’s extension of stability problems to the inelastic range of materials marked a significant leap forward. Subsequently， column curve formulas based on axially compressed members and eccentrically compressed members as calculation models were successively developed and adopted in design practice. The column curves specified in China’s TJ 17-74 and GB 50017-2017 reflect these two developmental stages， further refining the calculation of stability for axially compressed members using the effective length method. At the beginning of this century， researchers began exploring the integration of direct analysis methods into structural design， and China also incorporated the direct analysis method into GB 50017-2017. Nevertheless， the torsion problem remains a major obstacle to the application of the direct analysis method. To address this issue， this paper reviews the research findings of several scholars and presents some tentative ideas put forward by the author.
Since Euler proposed Euler’s formula， researchers have continuously expanded its applicable scenarios and scope over the past 200 years. Engesser’s extension of stability problems to the inelastic range of materials marked a significant leap forward. Subsequently， column curve formulas based on axially compressed members and eccentrically compressed members as calculation models were successively developed and adopted in design practice. The column curves specified in China’s TJ 17-74 and GB 50017-2017 reflect these two developmental stages， further refining the calculation of stability for axially compressed members using the effective length method. At the beginning of this century， researchers began exploring the integration of direct analysis methods into structural design， and China also incorporated the direct analysis method into GB 50017-2017. Nevertheless， the torsion problem remains a major obstacle to the application of the direct analysis method. To address this issue， this paper reviews the research findings of several scholars and presents some tentative ideas put forward by the author.
2026,
41(11):
17-25.
doi: 10.13206/j.gjgS26072902
Abstract:
Metal roofing systems have been widely used in industrial and civil buildings due to their lightweight construction and ease of installation； however， they are highly susceptible to wind-uplift damage under typhoon action， causing significant economic losses. Based on a field damage investigation of more than 10 typical engineering projects in Ding’an， Haikou， Chengmai， and other areas of Hainan Province after Super Typhoon Yagi （2024， maximum wind speed of 62 m/s， intensity level 17）， seven typical failure types， the spatial distribution characteristics of damage， and the key influencing factors were systematically summarized. The causal chain of wind field characteristics-local wind pressure-connection failure-overall failure，and the amplification effect of the internal pressure surge induced by windward door/window failure on the roof wind suction was clarified， with emphasis on the wind pressure concentration effects in edge and corner zones （corner wind pressure coefficients up to 2-3 times those of the interior region） and on the fatigue failure mechanism of connection systems under cyclic fluctuating wind loading. Furthermore， in conjunction with the Technical Standard for Metal Roofing in Hainan Province （DBJ 46-075-2025）， the technical countermeasures proposed by the standard were systematically analyzed from the perspectives of material selection and durability， metal roofing type selection， wind load determination， performance-based wind-resistant design， wind uplift resistance testing， construction quality control， and maintenance management. The results show that the performance-based design framework of ‘fortification category-performance target-constructional requirement’ established by the standard achieves a conceptual transition from prescriptive design to performance-based design， and its whole life-cycle management mode fills the gap in standardized management of metal roofing in typhoon-prone regions. Finally， key issues in engineering application， such as retrofitting of existing buildings， wind-resistant design of photovoltaic-integrated roofs， and construction quality supervision， together with recommendations for improvement， were proposed， providing scientific references for wind-resistant design and standardized management of metal roofing in typhoon-prone regions.
Metal roofing systems have been widely used in industrial and civil buildings due to their lightweight construction and ease of installation； however， they are highly susceptible to wind-uplift damage under typhoon action， causing significant economic losses. Based on a field damage investigation of more than 10 typical engineering projects in Ding’an， Haikou， Chengmai， and other areas of Hainan Province after Super Typhoon Yagi （2024， maximum wind speed of 62 m/s， intensity level 17）， seven typical failure types， the spatial distribution characteristics of damage， and the key influencing factors were systematically summarized. The causal chain of wind field characteristics-local wind pressure-connection failure-overall failure，and the amplification effect of the internal pressure surge induced by windward door/window failure on the roof wind suction was clarified， with emphasis on the wind pressure concentration effects in edge and corner zones （corner wind pressure coefficients up to 2-3 times those of the interior region） and on the fatigue failure mechanism of connection systems under cyclic fluctuating wind loading. Furthermore， in conjunction with the Technical Standard for Metal Roofing in Hainan Province （DBJ 46-075-2025）， the technical countermeasures proposed by the standard were systematically analyzed from the perspectives of material selection and durability， metal roofing type selection， wind load determination， performance-based wind-resistant design， wind uplift resistance testing， construction quality control， and maintenance management. The results show that the performance-based design framework of ‘fortification category-performance target-constructional requirement’ established by the standard achieves a conceptual transition from prescriptive design to performance-based design， and its whole life-cycle management mode fills the gap in standardized management of metal roofing in typhoon-prone regions. Finally， key issues in engineering application， such as retrofitting of existing buildings， wind-resistant design of photovoltaic-integrated roofs， and construction quality supervision， together with recommendations for improvement， were proposed， providing scientific references for wind-resistant design and standardized management of metal roofing in typhoon-prone regions.
2026,
41(11):
26-32.
doi: 10.13206/j.gjgS26030701
Abstract:
Safety requirements for building steel structures are essential in current structural design and construction standards. By summarizing and analyzing relevant Chinese and European standards for building steel structures， this paper reviews and discusses the classification methods for structural safety and reliability requirements in both standard systems， and discusses the approaches to achieving these safety requirements. It is concluded that comprehensive technical measures in both design and construction should be adopted to implement target reliability. These findings provide a valuable reference for revising the technical standard system for building steel structures.
Safety requirements for building steel structures are essential in current structural design and construction standards. By summarizing and analyzing relevant Chinese and European standards for building steel structures， this paper reviews and discusses the classification methods for structural safety and reliability requirements in both standard systems， and discusses the approaches to achieving these safety requirements. It is concluded that comprehensive technical measures in both design and construction should be adopted to implement target reliability. These findings provide a valuable reference for revising the technical standard system for building steel structures.
2026,
41(11):
33-38.
doi: 10.13206/j.gjgS26071535
Abstract:
Based on the variational principle for buckling problems in solid mechanics， the author proposed a new flexural-torsional buckling theory for thin-walled members in 2002. The present paper returns to the conventional flexural-torsional buckling theory of thin-walled members， which has evolved over the past 170 years， and seeks to provide it with mathematical and mechanical rigor. This paper makes the following contributions： the conventional flexural-torsional buckling theory is reformulated under the assumption that the total shear strain， including its nonlinear part， vanishes on the middle surface of the thin-walled member， and based on this assumption， an accurate warping displacement valid for large-displacement analysis is derived； it is shown that， under this assumption together with the rigid cross-section assumption， the shear stresses and transverse normal stresses on the middle surface make no contribution to the total potential energy； based on the derived warping displacement， the load potential of the external bending moments， which has not previously been successfully incorporated into the total potential energy， is established； and the complete total potential energy is thereby obtained. It has been verified that， under various external loads and boundary conditions， the total potential based on the variational principle for buckling in solid mechanics is transformed into the total potential of the present paper in any load and any boundary conditions. This confirms the complete equivalence between the two formulations.
Based on the variational principle for buckling problems in solid mechanics， the author proposed a new flexural-torsional buckling theory for thin-walled members in 2002. The present paper returns to the conventional flexural-torsional buckling theory of thin-walled members， which has evolved over the past 170 years， and seeks to provide it with mathematical and mechanical rigor. This paper makes the following contributions： the conventional flexural-torsional buckling theory is reformulated under the assumption that the total shear strain， including its nonlinear part， vanishes on the middle surface of the thin-walled member， and based on this assumption， an accurate warping displacement valid for large-displacement analysis is derived； it is shown that， under this assumption together with the rigid cross-section assumption， the shear stresses and transverse normal stresses on the middle surface make no contribution to the total potential energy； based on the derived warping displacement， the load potential of the external bending moments， which has not previously been successfully incorporated into the total potential energy， is established； and the complete total potential energy is thereby obtained. It has been verified that， under various external loads and boundary conditions， the total potential based on the variational principle for buckling in solid mechanics is transformed into the total potential of the present paper in any load and any boundary conditions. This confirms the complete equivalence between the two formulations.
2026,
41(11):
39-52.
doi: 10.13206/j.gjgS26081746
Abstract:
The utility tunnel is an important infrastructure facility in which corrugated steel structures exhibit significant advantages. An experimental study was conducted on the mechanical properties of a new type of corrugated steel utility tunnel. Subsequently， the connections of its auxiliary structures were analyzed using the finite element method. Finally， a systematic parametric study was conducted on the connections. The results indicated that the mid-span stress of the roof plate in the multi-arch corrugated steel utility tunnel was relatively high， with the presence of a contra-flexure point； the stress of the corner plate was relatively low， with no stress concentration； and the side plate was a compression-flexural member， exhibiting a relatively low overall stress. Vertical deformation was primarily concentrated in the roof plate， while horizontal deformation was significantly smaller than vertical deformation. The thickness of the vent pipe had a significant impact on stress concentration； when the diameter of the vent pipe was 700 mm， the optimal thickness of the vent pipe was 4 mm； the optimal position of the vent pipe was located at the mid-span of the roof plate； and the response of the intermediate part remained almost unchanged when the spacing between two vent pipes was greater than the diameter of the vent pipe.
The utility tunnel is an important infrastructure facility in which corrugated steel structures exhibit significant advantages. An experimental study was conducted on the mechanical properties of a new type of corrugated steel utility tunnel. Subsequently， the connections of its auxiliary structures were analyzed using the finite element method. Finally， a systematic parametric study was conducted on the connections. The results indicated that the mid-span stress of the roof plate in the multi-arch corrugated steel utility tunnel was relatively high， with the presence of a contra-flexure point； the stress of the corner plate was relatively low， with no stress concentration； and the side plate was a compression-flexural member， exhibiting a relatively low overall stress. Vertical deformation was primarily concentrated in the roof plate， while horizontal deformation was significantly smaller than vertical deformation. The thickness of the vent pipe had a significant impact on stress concentration； when the diameter of the vent pipe was 700 mm， the optimal thickness of the vent pipe was 4 mm； the optimal position of the vent pipe was located at the mid-span of the roof plate； and the response of the intermediate part remained almost unchanged when the spacing between two vent pipes was greater than the diameter of the vent pipe.
2026,
41(11):
53-60.
doi: 10.13206/j.gjgS26082745
Abstract:
In view of the large structural center-of-gravity deviation of a multi-tower connected high-rise building， the complex construction environment of the supporting trestles， and the ultra-high integral lifting， an integral lifting simulation analysis of an irregular-shaped steel connecting corridor was conducted. The lifting points of the steel connecting corridor were determined through structural static analysis， and the bearing capacity and stability of the supporting trestles were verified by finite element simulation. In addition， the structural behavior of the corridor during lifting was analyzed under two different conditions. The results showed that the stiffness， bearing capacity， and stability of the supporting trestles satisfied the specification requirements under the considered load combinations. During the synchronized lifting stage， the stress levels of the structural members remained relatively low， and the deformation complied with the specification limits. Furthermore， a double lifting point deflection correction method was shown to maintain stable stress levels in the connecting corridor during the unsynchronized lifting stage.
In view of the large structural center-of-gravity deviation of a multi-tower connected high-rise building， the complex construction environment of the supporting trestles， and the ultra-high integral lifting， an integral lifting simulation analysis of an irregular-shaped steel connecting corridor was conducted. The lifting points of the steel connecting corridor were determined through structural static analysis， and the bearing capacity and stability of the supporting trestles were verified by finite element simulation. In addition， the structural behavior of the corridor during lifting was analyzed under two different conditions. The results showed that the stiffness， bearing capacity， and stability of the supporting trestles satisfied the specification requirements under the considered load combinations. During the synchronized lifting stage， the stress levels of the structural members remained relatively low， and the deformation complied with the specification limits. Furthermore， a double lifting point deflection correction method was shown to maintain stable stress levels in the connecting corridor during the unsynchronized lifting stage.
2026,
41(11):
61-71.
doi: 10.13206/j.gjgS26080401
Abstract:
In the field of seismic design， performance-based design （PBD） transforms the macroscopic and qualitative seismic fortification objectives of traditional code-based methods into quantitative， multi-level performance objectives. By combining structural response analysis based on numerical simulations with performance assessment and targeted measures， PBD addresses the individualized requirements of seismic design. Beyond seismic design， the PBD philosophy can also be extended to multiple domains， including wind resistance， fire resistance， and vibration control. However， PBD systems in different domains have generally evolved around specific action types or specialized requirements， exhibiting discrepancies in action characterization， analytical methods， and performance indicators. The absence of a unified design framework leads to a certain degree of fragmentation in the design process when addressing multi-objective performance requirements. To address these issues， this paper proposes a PBD framework based on four dimensions： action， space， time， and technology. The action dimension is intended to describe different external action types， such as seismic， wind， vibration， and fire actions， and their intensity levels， and to clarify the performance objectives corresponding to different action conditions. The space dimension defines the mechanism for achieving performance objectives at levels ranging from the overall structure to individual members and joints， and establishes rational mechanical response distributions that satisfy performance requirements. The time dimension accounts for the time dependence and coupling relationships among the action process， structural state evolution， and response development. The technology dimension， given established performance objectives， determines the corresponding implementation pathways in terms of analytical methods and technical measures. Through several practical engineering cases， the application of the four-dimensional PBD framework is examined in four domains： wind resistance， seismic resistance， vibration control， and complex structural design. The results demonstrate that the proposed four-dimensional framework can relatively systematically summarize the core issues addressed by PBD across different domains， establish the intrinsic relationships among external actions， structural systems， performance evolution， and technical implementation， help enhance the systematic nature and feasibility of specialized PBD processes， and provide a reference for the multi-objective PBD of complex structures. For emerging specialized PBD requirements in the future， this framework can be leveraged to decompose design tasks and efficiently organize technical pathways.
In the field of seismic design， performance-based design （PBD） transforms the macroscopic and qualitative seismic fortification objectives of traditional code-based methods into quantitative， multi-level performance objectives. By combining structural response analysis based on numerical simulations with performance assessment and targeted measures， PBD addresses the individualized requirements of seismic design. Beyond seismic design， the PBD philosophy can also be extended to multiple domains， including wind resistance， fire resistance， and vibration control. However， PBD systems in different domains have generally evolved around specific action types or specialized requirements， exhibiting discrepancies in action characterization， analytical methods， and performance indicators. The absence of a unified design framework leads to a certain degree of fragmentation in the design process when addressing multi-objective performance requirements. To address these issues， this paper proposes a PBD framework based on four dimensions： action， space， time， and technology. The action dimension is intended to describe different external action types， such as seismic， wind， vibration， and fire actions， and their intensity levels， and to clarify the performance objectives corresponding to different action conditions. The space dimension defines the mechanism for achieving performance objectives at levels ranging from the overall structure to individual members and joints， and establishes rational mechanical response distributions that satisfy performance requirements. The time dimension accounts for the time dependence and coupling relationships among the action process， structural state evolution， and response development. The technology dimension， given established performance objectives， determines the corresponding implementation pathways in terms of analytical methods and technical measures. Through several practical engineering cases， the application of the four-dimensional PBD framework is examined in four domains： wind resistance， seismic resistance， vibration control， and complex structural design. The results demonstrate that the proposed four-dimensional framework can relatively systematically summarize the core issues addressed by PBD across different domains， establish the intrinsic relationships among external actions， structural systems， performance evolution， and technical implementation， help enhance the systematic nature and feasibility of specialized PBD processes， and provide a reference for the multi-objective PBD of complex structures. For emerging specialized PBD requirements in the future， this framework can be leveraged to decompose design tasks and efficiently organize technical pathways.
2026,
41(11):
72-83.
doi: 10.13206/j.gjgS26090245
Abstract:
To address critical limitations of conventional prestressed steel frames with recoverable functionality， such as high-altitude tensioning of prestressing stands， difficulties in construction quality control， and floor-slab damage， this paper systematically reviews the key innovations and research on the performance of a novel prefabricated prestressed steel frame system with recoverable functionality developed by the authors' team. The proposed system features prefabricated beam-column joints incorporating web friction energy-dissipation devices， enables tensioning of prestressing stands at ground level， and mitigates the floor restraint effect through the integration of a rigid-flexible composite floor system. Comprehensive experimental tests， including quasi-static， quasi-dynamic， and shaking-table tests， were conducted at multiple structural levels （joint， planar frame， spatial frame， and floor subsystem）. Combined with numerical simulations and theoretical analyses， these tests confirmed the cooperative working mechanism and good seismic performance of the system. The results show that the prefabricated prestressed steel frame system with recoverable functionality avoids high-altitude tensioning of prestressing stands， improves construction quality and efficiency， as well as joint mechanical properties， and can achieve post-earthquake functional recovery and resist strong earthquakes or multiple aftershocks. In particular， the energy-dissipating steel frame subsystem contributes significantly to the seismic energy dissipation of the overall structure， and the proposed system is applicable to large-span high-rise steel frame structures with recoverable functionality. Furthermore， steel frame structures with recoverable functionality and a rigid-flexible composite floor system can accommodate the “expansion effect” of the structure and achieve a high energy-dissipation capacity. The system meets the following performance-based seismic design objectives： no gap opening and no damage under frequent earthquakes； energy dissipation dominated by gap opening with the main structure undamaged under design-basis and rare earthquakes； and slight damage with maintained serviceability under extremely rare earthquakes. It also satisfies the seismic fortification requirements： repair-free after frequent， design-basis， and rare earthquakes； life safety and property protection under extremely rare earthquakes； and reparability and rapid repair after extremely rare earthquakes. This research advances the theory and engineering practice of next-generation seismic-resilient steel structures.
To address critical limitations of conventional prestressed steel frames with recoverable functionality， such as high-altitude tensioning of prestressing stands， difficulties in construction quality control， and floor-slab damage， this paper systematically reviews the key innovations and research on the performance of a novel prefabricated prestressed steel frame system with recoverable functionality developed by the authors' team. The proposed system features prefabricated beam-column joints incorporating web friction energy-dissipation devices， enables tensioning of prestressing stands at ground level， and mitigates the floor restraint effect through the integration of a rigid-flexible composite floor system. Comprehensive experimental tests， including quasi-static， quasi-dynamic， and shaking-table tests， were conducted at multiple structural levels （joint， planar frame， spatial frame， and floor subsystem）. Combined with numerical simulations and theoretical analyses， these tests confirmed the cooperative working mechanism and good seismic performance of the system. The results show that the prefabricated prestressed steel frame system with recoverable functionality avoids high-altitude tensioning of prestressing stands， improves construction quality and efficiency， as well as joint mechanical properties， and can achieve post-earthquake functional recovery and resist strong earthquakes or multiple aftershocks. In particular， the energy-dissipating steel frame subsystem contributes significantly to the seismic energy dissipation of the overall structure， and the proposed system is applicable to large-span high-rise steel frame structures with recoverable functionality. Furthermore， steel frame structures with recoverable functionality and a rigid-flexible composite floor system can accommodate the “expansion effect” of the structure and achieve a high energy-dissipation capacity. The system meets the following performance-based seismic design objectives： no gap opening and no damage under frequent earthquakes； energy dissipation dominated by gap opening with the main structure undamaged under design-basis and rare earthquakes； and slight damage with maintained serviceability under extremely rare earthquakes. It also satisfies the seismic fortification requirements： repair-free after frequent， design-basis， and rare earthquakes； life safety and property protection under extremely rare earthquakes； and reparability and rapid repair after extremely rare earthquakes. This research advances the theory and engineering practice of next-generation seismic-resilient steel structures.
2026,
41(11):
84-92.
doi: 10.13206/j.gjgS24120301
Abstract:
With the continuous improvement of quality of life， growing attention has been paid to the comfort of living environments. One of the critical factors affecting comfort is floor vibration. When the frequency of a human activity coincides with or approaches the natural frequency of a building floor， resonance occurs， causing the floor’s vibration amplitude to reach its maximum， which can lead to physiological discomfort. Since January 1， 2020， China has officially implemented the Technical Standards for Structural Vibration Comfort of Building Floors （JGJ/T 441-2019）， which is the first specification to systematically summarize the comfort requirements for building floors. This study reviewed existing Chinese and international codes on vibration comfort evaluation. Based on the intended functions of the long-span floors of the Shenzhen Comprehensive Transportation Hub， the MIDAS/Gen software was used to conduct a modal analysis of the more critical areas： the east landscape platform， the east platform， and the west platform. Modal and dynamic response analyses were subsequently performed under single-person and multi-person continuous walking， running， and jumping scenarios. The results showed that when the long-span floors were treated as structures primarily subjected to walking excitation， the first-order vertical natural frequencies of the east landscape platform， east platform， and west platform were all greater than 3 Hz， and their vertical peak accelerations did not exceed 0.15 m/s². Both the frequency and acceleration criteria met the requirements of China’s current specification， confirming that the long-span floors satisfied normal serviceability requirements.
With the continuous improvement of quality of life， growing attention has been paid to the comfort of living environments. One of the critical factors affecting comfort is floor vibration. When the frequency of a human activity coincides with or approaches the natural frequency of a building floor， resonance occurs， causing the floor’s vibration amplitude to reach its maximum， which can lead to physiological discomfort. Since January 1， 2020， China has officially implemented the Technical Standards for Structural Vibration Comfort of Building Floors （JGJ/T 441-2019）， which is the first specification to systematically summarize the comfort requirements for building floors. This study reviewed existing Chinese and international codes on vibration comfort evaluation. Based on the intended functions of the long-span floors of the Shenzhen Comprehensive Transportation Hub， the MIDAS/Gen software was used to conduct a modal analysis of the more critical areas： the east landscape platform， the east platform， and the west platform. Modal and dynamic response analyses were subsequently performed under single-person and multi-person continuous walking， running， and jumping scenarios. The results showed that when the long-span floors were treated as structures primarily subjected to walking excitation， the first-order vertical natural frequencies of the east landscape platform， east platform， and west platform were all greater than 3 Hz， and their vertical peak accelerations did not exceed 0.15 m/s². Both the frequency and acceleration criteria met the requirements of China’s current specification， confirming that the long-span floors satisfied normal serviceability requirements.
2026,
41(11):
93-103.
doi: 10.13206/j.gjgS26072702.R1
Abstract:
Prefabricated steel structure construction provides an efficient path for structural construction and also places higher demands on on-site installation accuracy. To address the large number of column components at large-scale construction sites， the low efficiency of traditional manual point-by-point measurement， the wide coverage of orthophotos， and the small proportion of individual columns in the overall image， this study establishes a two-stage rough-to-fine measurement framework for batch inspection of rectangular steel columns at large-scale construction sites. In the first stage， YOLO11-OBB is used for oriented coarse localization of column components， and image rotation and secondary correction of the coarse localization boxes are performed according to the column-group orientation distribution， so as to rapidly obtain unified local measurement regions containing the complete column-top contours. In the second stage， EdgeNAT is used to obtain local edge responses， pixel-level candidate corners are obtained through contour refinement， and two-dimensional Gaussian fitting is applied to estimate subpixel coordinates.This two-stage processing decouples target search in large-scale scenes and local high-precision boundary measurement into separate tasks， and primarily addresses the difficulty of meeting dimensional measurement accuracy requirements when relying only on detection boxes， as well as the strong background interference and large processing scope encountered when directly searching for precise edges in the full orthophoto. After the two stages， column dimensions are calculated from the orthophoto affine parameters， and column-corner engineering coordinates are output through a four-parameter transformation based on control points. Field experiments under a flight altitude of 110 m and an orthophoto ground sample distance （GSD） of approximately 18.5 mm/pixel showed that， for eight length （width） dimensions of four columns， with tape-measured values as reference， the mean absolute error and mean relative error were 18.75 mm and 2.21%， respectively. UAV image acquisition over the 0.074 km² test area required approximately 11 min， and orthophoto reconstruction and algorithm processing required approximately 1.5 h and 0.5 min， respectively； the latter two steps can be performed offline after field data acquisition， demonstrating the framework’s suitability for automated batch inspection of multiple components.
Prefabricated steel structure construction provides an efficient path for structural construction and also places higher demands on on-site installation accuracy. To address the large number of column components at large-scale construction sites， the low efficiency of traditional manual point-by-point measurement， the wide coverage of orthophotos， and the small proportion of individual columns in the overall image， this study establishes a two-stage rough-to-fine measurement framework for batch inspection of rectangular steel columns at large-scale construction sites. In the first stage， YOLO11-OBB is used for oriented coarse localization of column components， and image rotation and secondary correction of the coarse localization boxes are performed according to the column-group orientation distribution， so as to rapidly obtain unified local measurement regions containing the complete column-top contours. In the second stage， EdgeNAT is used to obtain local edge responses， pixel-level candidate corners are obtained through contour refinement， and two-dimensional Gaussian fitting is applied to estimate subpixel coordinates.This two-stage processing decouples target search in large-scale scenes and local high-precision boundary measurement into separate tasks， and primarily addresses the difficulty of meeting dimensional measurement accuracy requirements when relying only on detection boxes， as well as the strong background interference and large processing scope encountered when directly searching for precise edges in the full orthophoto. After the two stages， column dimensions are calculated from the orthophoto affine parameters， and column-corner engineering coordinates are output through a four-parameter transformation based on control points. Field experiments under a flight altitude of 110 m and an orthophoto ground sample distance （GSD） of approximately 18.5 mm/pixel showed that， for eight length （width） dimensions of four columns， with tape-measured values as reference， the mean absolute error and mean relative error were 18.75 mm and 2.21%， respectively. UAV image acquisition over the 0.074 km² test area required approximately 11 min， and orthophoto reconstruction and algorithm processing required approximately 1.5 h and 0.5 min， respectively； the latter two steps can be performed offline after field data acquisition， demonstrating the framework’s suitability for automated batch inspection of multiple components.
2026,
41(11):
104-112.
doi: 10.13206/j.gjgS26090745
Abstract:
To improve the durability， constructability， and material utilization efficiency of steel-concrete composite structures under aggressive environmental conditions， this paper reviews recent advances in stainless steel-concrete composite structures and ultra-high-performance concrete （UHPC） formwork systems. It then focuses on a novel stainless steel-UHPC formwork structure composed of thin stainless steel plates， perfobond leiste （PBL） connectors， and UHPC. The structural configuration， connection details， and composite action mechanisms of the proposed formwork system are systematically presented. Its structural performance is then discussed based on experimental investigations of composite slabs under combined flexural and shear loading， composite columns under axial compression， and composite walls under eccentric compression. The experimental results demonstrate that UHPC can effectively enhance the out-of-plane stiffness and deformation-control capacity of thin stainless steel plates during construction， while the PBL connectors provide reliable load transfer both within the composite formwork and between the formwork and the core concrete. The slab， column， and wall specimens exhibit favorable composite action and overall structural performance under different loading conditions. On this basis， key issues requiring further investigation are identified， including parameter optimization， interfacial load-transfer mechanisms， design calculation methods， long-term structural performance， and engineering applications. Overall， the stainless steel-UHPC formwork offers several advantages， including high durability， localized use of high-performance materials， and the integration of construction efficiency， structural performance， and functionality， thereby providing a promising solution for the development of advanced high-performance composite structures.
To improve the durability， constructability， and material utilization efficiency of steel-concrete composite structures under aggressive environmental conditions， this paper reviews recent advances in stainless steel-concrete composite structures and ultra-high-performance concrete （UHPC） formwork systems. It then focuses on a novel stainless steel-UHPC formwork structure composed of thin stainless steel plates， perfobond leiste （PBL） connectors， and UHPC. The structural configuration， connection details， and composite action mechanisms of the proposed formwork system are systematically presented. Its structural performance is then discussed based on experimental investigations of composite slabs under combined flexural and shear loading， composite columns under axial compression， and composite walls under eccentric compression. The experimental results demonstrate that UHPC can effectively enhance the out-of-plane stiffness and deformation-control capacity of thin stainless steel plates during construction， while the PBL connectors provide reliable load transfer both within the composite formwork and between the formwork and the core concrete. The slab， column， and wall specimens exhibit favorable composite action and overall structural performance under different loading conditions. On this basis， key issues requiring further investigation are identified， including parameter optimization， interfacial load-transfer mechanisms， design calculation methods， long-term structural performance， and engineering applications. Overall， the stainless steel-UHPC formwork offers several advantages， including high durability， localized use of high-performance materials， and the integration of construction efficiency， structural performance， and functionality， thereby providing a promising solution for the development of advanced high-performance composite structures.
