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Steel Construction Published the List of Highly Influential Articles of 2020
Current Issue
2026 Vol. 41, No. 2
Display Method:
2026, 41(2): 1-9.
doi: 10.13206/j.gjgS25110701
Abstract
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Abstract:
With the recent development of China’s steel construction towards high-performance， lightweight， green and low-carbon materials， demands for the effective use of 690 to 960 MPa high-strength steel are increasing. Under this circumstance， China Steel Construction Society （CSCS） has organized relevant institutions such as the Hong Kong Polytechnic University and Tsinghua University to develop the Group Standard “Standard for Design of Steel Structures using 690 to 960 MPa High-Strength Steel”（hereinafter referred to as "the CSCS Group Standard"）， in order to promote the high-quality development of steel construction and to facilitate the standardized application and international adoption of high-strength steel. Grounded in cutting-edge research， the CSCS Group Standard integrates expert insights on design methodology， construction practice， and welding technology for 690 to 960 MPa high-strength steel. It adopts a systematic framework which is compatible with and consistent with the design philosophy and formulations of European norms EN 1993-1 （steel Structures） and EN 1994-1 （composite structures）. This alignment facilitates Chinese engineers to become familiar with global standards， enabling effective collaboration with international counterparts through reciprocal understanding of Chinese practices. Evidently， the development of the CSCS Group Standard is an unprecedented practice to promote the internationalization of Chinese standards and the technical compatibility and alignment between Chinese and foreign steel design standards. This plays an important leading role in accelerating the “going global” of Chinese steel products and techniques， as well as their adoption in construction projects across Belt and Road countries. This paper highlights essential technical contributions in both steel and steel-concrete composite structures presented in the CSCS Group Standard， in particular the quality control of Chinese high-strength steel， performance-based seismic design， and full-section plastic design. It is prepared as a definitive reference for engineers to understand the Group Standard and hence to use it with confidence.
With the recent development of China’s steel construction towards high-performance， lightweight， green and low-carbon materials， demands for the effective use of 690 to 960 MPa high-strength steel are increasing. Under this circumstance， China Steel Construction Society （CSCS） has organized relevant institutions such as the Hong Kong Polytechnic University and Tsinghua University to develop the Group Standard “Standard for Design of Steel Structures using 690 to 960 MPa High-Strength Steel”（hereinafter referred to as "the CSCS Group Standard"）， in order to promote the high-quality development of steel construction and to facilitate the standardized application and international adoption of high-strength steel. Grounded in cutting-edge research， the CSCS Group Standard integrates expert insights on design methodology， construction practice， and welding technology for 690 to 960 MPa high-strength steel. It adopts a systematic framework which is compatible with and consistent with the design philosophy and formulations of European norms EN 1993-1 （steel Structures） and EN 1994-1 （composite structures）. This alignment facilitates Chinese engineers to become familiar with global standards， enabling effective collaboration with international counterparts through reciprocal understanding of Chinese practices. Evidently， the development of the CSCS Group Standard is an unprecedented practice to promote the internationalization of Chinese standards and the technical compatibility and alignment between Chinese and foreign steel design standards. This plays an important leading role in accelerating the “going global” of Chinese steel products and techniques， as well as their adoption in construction projects across Belt and Road countries. This paper highlights essential technical contributions in both steel and steel-concrete composite structures presented in the CSCS Group Standard， in particular the quality control of Chinese high-strength steel， performance-based seismic design， and full-section plastic design. It is prepared as a definitive reference for engineers to understand the Group Standard and hence to use it with confidence.
2026, 41(2): 10-15.
doi: 10.13206/j.gjgS25050602
Abstract:
In recent years， as Chinese companies have undertaken more overseas projects， a deep understanding of foreign construction and design codes has become increasingly important. The American steel structure design code， AISC 360-10， is one of the most advanced specifications in this field. There are significant differences between AISC 360-10 and the Chinese steel structure design code， GB 50017-2017， such as analytical methods， stability design theory， and detailing requirements. A systematic comparison was conducted on the analysis about the member verification methods between AISC 360-10 and GB 50017-2017 for steel structures. Typical members under axial compression， bending， and shear were checked respectively according to AISC 360-10 and GB 50017-2017. Furthermore， typical member examples were employed to quantitatively compare the results obtained from the two codes. The conclusions drawn from this study can serve as a reference for the preliminary design of overseas projects and are particularly useful for making preliminary assessments of overseas projects that were initially designed according to GB 50017-2017.
In recent years， as Chinese companies have undertaken more overseas projects， a deep understanding of foreign construction and design codes has become increasingly important. The American steel structure design code， AISC 360-10， is one of the most advanced specifications in this field. There are significant differences between AISC 360-10 and the Chinese steel structure design code， GB 50017-2017， such as analytical methods， stability design theory， and detailing requirements. A systematic comparison was conducted on the analysis about the member verification methods between AISC 360-10 and GB 50017-2017 for steel structures. Typical members under axial compression， bending， and shear were checked respectively according to AISC 360-10 and GB 50017-2017. Furthermore， typical member examples were employed to quantitatively compare the results obtained from the two codes. The conclusions drawn from this study can serve as a reference for the preliminary design of overseas projects and are particularly useful for making preliminary assessments of overseas projects that were initially designed according to GB 50017-2017.
2026, 41(2): 16-23.
doi: 10.13206/j.gjgS25111701
Abstract:
The relatively low self-weight of building curtain walls leads to reduced seismic forces， which often causes their seismic performance to be overlooked. Research on key technologies for damage control and toughness enhancement in high-ductility steel structures has significantly improved the resilience of steel structures after strong earthquakes. This improvement has subsequently strengthened the foundational seismic safety of steel-structure building curtain walls， thereby raising new requirements for their post-earthquake survival probability and serviceability. Based on the current state of seismic research on brittle panel curtain walls such as stone curtain walls and glass curtain walls， this paper elaborates the key techniques for damage control and toughness enhancement in high-ductility steel structures. It analyzes the significant advantages of high-ductility and high-toughness steel structures in enhancing the seismic performance of brittle panel curtain walls.
The relatively low self-weight of building curtain walls leads to reduced seismic forces， which often causes their seismic performance to be overlooked. Research on key technologies for damage control and toughness enhancement in high-ductility steel structures has significantly improved the resilience of steel structures after strong earthquakes. This improvement has subsequently strengthened the foundational seismic safety of steel-structure building curtain walls， thereby raising new requirements for their post-earthquake survival probability and serviceability. Based on the current state of seismic research on brittle panel curtain walls such as stone curtain walls and glass curtain walls， this paper elaborates the key techniques for damage control and toughness enhancement in high-ductility steel structures. It analyzes the significant advantages of high-ductility and high-toughness steel structures in enhancing the seismic performance of brittle panel curtain walls.
2026, 41(2): 24-30.
doi: 10.13206/j.gjgS24102201
Abstract:
This study focuses on the application of concrete-filled steel tubular （CFST） X-shaped columns in the lower support structures of indirect cooling towers in thermal power plants. These structures have been widely applied in engineering practice due to their excellent bearing capacity and seismic performance. However， the mechanical properties of the X-shaped columns， particularly at their middle， upper， and lower joints—specifically the steel tube stress levels and interface slip—directly impact the safety and durability of the structure. Therefore， an in-depth analysis of the joint performance is of significant theoretical and practical value. Based on the plastic-damage model for confined concrete and the elastic-plastic hardening model for steel， this study employed the ABAQUS finite element analysis software to establish a refined 3D shell-solid element model for CFST X-shaped column joints. The modeling process included detailed construction of joint regions， incorporating components such as internal vertical stiffeners， tie bars， external vertical stiffeners， and external ring plates. To ensure model accuracy， this study referenced existing experimental data on the mechanical properties of middle joints in CFST X-shaped columns to validate the model’s reliability through comparative analysis. Through numerical simulations of various joint configurations， this study thoroughly analyzed the effects of internal vertical stiffeners， tie bars， external vertical stiffeners， and external ring plates on the steel tube stress levels and interface slip of the middle joint. The results indicated that：1） The middle joint of the CFST X-shaped column primarily bore axial pressure. Due to the connection of two semi-circular steel tubes that were not fully enclosed， the stress levels in the steel tube were relatively high. Adding internal vertical stiffeners significantly reduced the steel tube’s stress levels， enhanced the joint’s bearing capacity， and improved the mechanical properties of the middle joint. 2） In the upper and lower joints， large bending moments made interface slip a critical issue. By incorporating tie bars， interface slip could be effectively reduced， improving the overall stability of the joints. Optimizing joint configurations was a crucial approach to enhancing the mechanical properties of CFST X-shaped columns. Using the plastic-damage model for confined concrete and the elastic-plastic hardening model for steel， this study established a design optimization model for CFST X-shaped columns， laying a solid theoretical and practical foundation for future research on the safety and durability of indirect cooling tower support structures.
This study focuses on the application of concrete-filled steel tubular （CFST） X-shaped columns in the lower support structures of indirect cooling towers in thermal power plants. These structures have been widely applied in engineering practice due to their excellent bearing capacity and seismic performance. However， the mechanical properties of the X-shaped columns， particularly at their middle， upper， and lower joints—specifically the steel tube stress levels and interface slip—directly impact the safety and durability of the structure. Therefore， an in-depth analysis of the joint performance is of significant theoretical and practical value. Based on the plastic-damage model for confined concrete and the elastic-plastic hardening model for steel， this study employed the ABAQUS finite element analysis software to establish a refined 3D shell-solid element model for CFST X-shaped column joints. The modeling process included detailed construction of joint regions， incorporating components such as internal vertical stiffeners， tie bars， external vertical stiffeners， and external ring plates. To ensure model accuracy， this study referenced existing experimental data on the mechanical properties of middle joints in CFST X-shaped columns to validate the model’s reliability through comparative analysis. Through numerical simulations of various joint configurations， this study thoroughly analyzed the effects of internal vertical stiffeners， tie bars， external vertical stiffeners， and external ring plates on the steel tube stress levels and interface slip of the middle joint. The results indicated that：1） The middle joint of the CFST X-shaped column primarily bore axial pressure. Due to the connection of two semi-circular steel tubes that were not fully enclosed， the stress levels in the steel tube were relatively high. Adding internal vertical stiffeners significantly reduced the steel tube’s stress levels， enhanced the joint’s bearing capacity， and improved the mechanical properties of the middle joint. 2） In the upper and lower joints， large bending moments made interface slip a critical issue. By incorporating tie bars， interface slip could be effectively reduced， improving the overall stability of the joints. Optimizing joint configurations was a crucial approach to enhancing the mechanical properties of CFST X-shaped columns. Using the plastic-damage model for confined concrete and the elastic-plastic hardening model for steel， this study established a design optimization model for CFST X-shaped columns， laying a solid theoretical and practical foundation for future research on the safety and durability of indirect cooling tower support structures.
2026, 41(2): 31-38.
doi: 10.13206/j.gjgS25021001
Abstract:
Seismic bracing systems are securely connected to the main building structure and are a very common type of building mechanical and electrical equipment. In addition to providing support and fixation， they also offer essential protection to pipelines and equipment during earthquakes， helping to mitigate secondary disasters caused by seismic events. However， due to their relatively short history of large-scale application， research on their mechanical properties and structural behavior remains limited， and the underlying mechanisms have not yet been fully understood. As a critical component of seismic bracing systems， hinge-type seismic connectors are subjected to concentrated forces during use and are prone to damage under alternating loads. Given the unique stress characteristics of hinge-type seismic connectors， studying their mechanical performance—particularly their fatigue performance—holds significant practical importance. Based on tensile bearing capacity specimens of hinge-type seismic connectors with identical materials and dimensional specifications， this study employed mathematical statistical methods to determine the tensile capacity values under corresponding confidence conditions. According to the statistical results of tensile capacity， the stress levels for the fatigue test were determined using the up-and-down method， which yielded the median fatigue limit stress of the hinge-type seismic connectors. For fatigue life evaluation， the group method was applied to measure performance at different stress levels. The S-N curve was then established by integrating the relevant data points obtained from both the up-and-down method and the group method. A detailed analysis of the tensile capacity test results revealed that due to the notched structure of seismic connector part 2， stress concentration readily occurred during loading， leading to crack initiation and rapid propagation， ultimately resulting in component failure. In the ultimate load-bearing tests： at a 0.9 confidence level， the failure load confidence interval was 31571 N to 39480 N； at a 0.95 confidence level， the corresponding interval ranged from 30718 N to 40333 N. The S-N curve analysis indicated a median fatigue strength of 19.56 MPa at one million cycles. This study concluded that when the applied force on seismic connectors remains below 2900 N during design or installation， the entire seismic bracing system maintains a high safety margin.
Seismic bracing systems are securely connected to the main building structure and are a very common type of building mechanical and electrical equipment. In addition to providing support and fixation， they also offer essential protection to pipelines and equipment during earthquakes， helping to mitigate secondary disasters caused by seismic events. However， due to their relatively short history of large-scale application， research on their mechanical properties and structural behavior remains limited， and the underlying mechanisms have not yet been fully understood. As a critical component of seismic bracing systems， hinge-type seismic connectors are subjected to concentrated forces during use and are prone to damage under alternating loads. Given the unique stress characteristics of hinge-type seismic connectors， studying their mechanical performance—particularly their fatigue performance—holds significant practical importance. Based on tensile bearing capacity specimens of hinge-type seismic connectors with identical materials and dimensional specifications， this study employed mathematical statistical methods to determine the tensile capacity values under corresponding confidence conditions. According to the statistical results of tensile capacity， the stress levels for the fatigue test were determined using the up-and-down method， which yielded the median fatigue limit stress of the hinge-type seismic connectors. For fatigue life evaluation， the group method was applied to measure performance at different stress levels. The S-N curve was then established by integrating the relevant data points obtained from both the up-and-down method and the group method. A detailed analysis of the tensile capacity test results revealed that due to the notched structure of seismic connector part 2， stress concentration readily occurred during loading， leading to crack initiation and rapid propagation， ultimately resulting in component failure. In the ultimate load-bearing tests： at a 0.9 confidence level， the failure load confidence interval was 31571 N to 39480 N； at a 0.95 confidence level， the corresponding interval ranged from 30718 N to 40333 N. The S-N curve analysis indicated a median fatigue strength of 19.56 MPa at one million cycles. This study concluded that when the applied force on seismic connectors remains below 2900 N during design or installation， the entire seismic bracing system maintains a high safety margin.
2026, 41(2): 39-48.
doi: 10.13206/j.gjgS25021203
Abstract:
Scaffolds are widely used in construction projects. However， geometric defects caused by repeated use of connection joints can lead to reduced stability and frequent accidents. To address this， this study establishes a refined random finite element model of the scaffold using the random defect method via ANSYS software. This approach enables a realistic investigation into how defects in each connection node affect the overall stability of the scaffold. The research further focuses on the more commonly used socket-type disc-buckle scaffolds with scissor braces. The influence of the number of spans， planar layout， and joint density on the stability provided by the scissor braces is revealed. The results indicate that horizontal scissor braces have a negligible effect on scaffold stability. When the joint bending stiffness is high， the bearing capacity of each joint is the primary factor supporting the structure. As the joint bending stiffness decreases， the combined action of the scissor braces and wall ties becomes the main factor influencing frame stability. For brace layouts of 2×2 or 2×4， joint density has a more pronounced effect on the stability of scaffolds equipped with top wall ties. When the joint bending stiffness is fixed， the number of transverse and longitudinal spans， as well as the joint density， should be maximized to achieve the greatest improvement in scaffold stability.
Scaffolds are widely used in construction projects. However， geometric defects caused by repeated use of connection joints can lead to reduced stability and frequent accidents. To address this， this study establishes a refined random finite element model of the scaffold using the random defect method via ANSYS software. This approach enables a realistic investigation into how defects in each connection node affect the overall stability of the scaffold. The research further focuses on the more commonly used socket-type disc-buckle scaffolds with scissor braces. The influence of the number of spans， planar layout， and joint density on the stability provided by the scissor braces is revealed. The results indicate that horizontal scissor braces have a negligible effect on scaffold stability. When the joint bending stiffness is high， the bearing capacity of each joint is the primary factor supporting the structure. As the joint bending stiffness decreases， the combined action of the scissor braces and wall ties becomes the main factor influencing frame stability. For brace layouts of 2×2 or 2×4， joint density has a more pronounced effect on the stability of scaffolds equipped with top wall ties. When the joint bending stiffness is fixed， the number of transverse and longitudinal spans， as well as the joint density， should be maximized to achieve the greatest improvement in scaffold stability.
2026, 41(2): 49-59.
doi: 10.13206/j.gjgS25092601
Abstract:
Through the optimization of the twisting process for high-vanadium locked coil cables， a domestic high-vanadium 165 mm large-diameter Z-type locked coil cable was successfully developed. To investigate its mechanical properties and fatigue durability， axial tensile， fatigue， and salt spray tests were carried out. This study focused on the evolution of the equivalent elastic modulus of the cable with increasing fatigue cycles， as well as the change rule of the strain ratio between the outermost wire and the cable body under increasing stress. Experimental results demonstrated that the cable endured two million fatigue cycles without significant degradation in mechanical properties， and the wire breakage rate met standard specifications. Broken wires were predominantly observed on both sides of the initial fracture， located 50–72 mm inside the anchor within the outer layer. The initial equivalent elastic modulus was 107520 MPa， which first increased and then decreased with accumulating fatigue cycles. Meanwhile， the strain of the outermost wire gradually converged with that of the cable body. Finite element analysis confirmed that stress concentrations under different numbers of wire breaks aligned well with the actual fracture distribution. After a certain number of wire breaks， the maximum stress in the wires stabilized and did not increase with additional breaks. Furthermore， it was found that when wires were broken but not pulled out， the cable could still transfer loads through the full cross-section beyond a certain distance from the break point. No red rust was observed in the salt spray test. The findings indicate that the developed 165 mm large-diameter Z-type locked coil cable exhibits excellent fatigue durability， corrosion resistance， mechanical adaptability， and damage tolerance.
Through the optimization of the twisting process for high-vanadium locked coil cables， a domestic high-vanadium 165 mm large-diameter Z-type locked coil cable was successfully developed. To investigate its mechanical properties and fatigue durability， axial tensile， fatigue， and salt spray tests were carried out. This study focused on the evolution of the equivalent elastic modulus of the cable with increasing fatigue cycles， as well as the change rule of the strain ratio between the outermost wire and the cable body under increasing stress. Experimental results demonstrated that the cable endured two million fatigue cycles without significant degradation in mechanical properties， and the wire breakage rate met standard specifications. Broken wires were predominantly observed on both sides of the initial fracture， located 50–72 mm inside the anchor within the outer layer. The initial equivalent elastic modulus was 107520 MPa， which first increased and then decreased with accumulating fatigue cycles. Meanwhile， the strain of the outermost wire gradually converged with that of the cable body. Finite element analysis confirmed that stress concentrations under different numbers of wire breaks aligned well with the actual fracture distribution. After a certain number of wire breaks， the maximum stress in the wires stabilized and did not increase with additional breaks. Furthermore， it was found that when wires were broken but not pulled out， the cable could still transfer loads through the full cross-section beyond a certain distance from the break point. No red rust was observed in the salt spray test. The findings indicate that the developed 165 mm large-diameter Z-type locked coil cable exhibits excellent fatigue durability， corrosion resistance， mechanical adaptability， and damage tolerance.
2026, 41(2): 60-64.
doi: 10.13206/j.gjgS24121125
Abstract:
Bracing-to-beam-column joints often refer to the standard atlas Detailing for Steel Joints in Multi-story and High-rise Civil Buildings（16G519）. However， the relevant design codes provide neither corresponding calculation methods nor specific detailing requirements for such joints. For the joints with bent straight flanges， this paper proposed design methods encompassing both strength calculation and detailing provisions. For the widely-used connection with curved flanges， the optimal shape of the curve was determined by solving a nonlinear differential equation established based on the equal-strength requirement in tension. The solution confirmed it to be a circular arc， and the corresponding minimum required radius was derived. Furthermore， based on the requirement that the reduction in tensile capacity contributed by the flange’s curved segment should be no more than 3%， a condition was proposed for determining the necessity of stiffeners at the curved segment. If stiffening is necessary， this paper provided a calculation method for determining the required stiffener spacing.
Bracing-to-beam-column joints often refer to the standard atlas Detailing for Steel Joints in Multi-story and High-rise Civil Buildings（16G519）. However， the relevant design codes provide neither corresponding calculation methods nor specific detailing requirements for such joints. For the joints with bent straight flanges， this paper proposed design methods encompassing both strength calculation and detailing provisions. For the widely-used connection with curved flanges， the optimal shape of the curve was determined by solving a nonlinear differential equation established based on the equal-strength requirement in tension. The solution confirmed it to be a circular arc， and the corresponding minimum required radius was derived. Furthermore， based on the requirement that the reduction in tensile capacity contributed by the flange’s curved segment should be no more than 3%， a condition was proposed for determining the necessity of stiffeners at the curved segment. If stiffening is necessary， this paper provided a calculation method for determining the required stiffener spacing.
