Login
Register
Steel Construction Published the List of Highly Influential Articles of 2020
Current Issue
2025 Vol. 40, No. 9
Display Method:
2025, 40(9): 1-12.
doi: 10.13206/j.gjgS24060101
Abstract
PDF (3274KB)
Abstract:
Based on the proposed static test of a plane frame with box-column core-barrel double-flange joints， a numerical simulation of the test was carried out using the large-scale general-purpose finite element software ABAQUS. The hysteresis curves， stiffness degradation， and stress-strain relationships of the plane frame with core-barrel double-flange joints were validated bidirectionally between the test and the numerical simulation. The average difference in the horizontal bearing capacity was 4.87%， and the average difference in the stiffness degradation curves was 6.96%， indicating that the test results were in good agreement with the simulation results. Subsequently， a stiffness analysis of the double-flange joint was conducted by comparing it with a finite element model of a welded frame. Under the premise of ensuring consistency between the test and numerical simulation， a parametric analysis of the plane frame was further carried out. A total of five numerical models of the plane frame were established to investigate the influence of core-barrel length on the hysteretic behavior， stress， strain， and other performance aspects of the double-flange joint and the plane frame. The results showed that increasing the core-barrel length significantly enhanced the ultimate bending capacity of the frame. The frame with core-barrel double-flange joints exhibited the same mechanical properties as the traditional welded frames. In structural calculations， this type of joint can be treated as a rigid connection， providing a reference for the design of prefabricated column-to-column joints.
Based on the proposed static test of a plane frame with box-column core-barrel double-flange joints， a numerical simulation of the test was carried out using the large-scale general-purpose finite element software ABAQUS. The hysteresis curves， stiffness degradation， and stress-strain relationships of the plane frame with core-barrel double-flange joints were validated bidirectionally between the test and the numerical simulation. The average difference in the horizontal bearing capacity was 4.87%， and the average difference in the stiffness degradation curves was 6.96%， indicating that the test results were in good agreement with the simulation results. Subsequently， a stiffness analysis of the double-flange joint was conducted by comparing it with a finite element model of a welded frame. Under the premise of ensuring consistency between the test and numerical simulation， a parametric analysis of the plane frame was further carried out. A total of five numerical models of the plane frame were established to investigate the influence of core-barrel length on the hysteretic behavior， stress， strain， and other performance aspects of the double-flange joint and the plane frame. The results showed that increasing the core-barrel length significantly enhanced the ultimate bending capacity of the frame. The frame with core-barrel double-flange joints exhibited the same mechanical properties as the traditional welded frames. In structural calculations， this type of joint can be treated as a rigid connection， providing a reference for the design of prefabricated column-to-column joints.
2025, 40(9): 13-24.
doi: 10.13206/j.gjgS24090601
Abstract:
As a new type of structural member， variable cross-section inverted trapezoidal steel beams have been widely used in large space structures due to their favorable mechanical properties and cost-effectiveness. These beams possess a more complex geometric configuration compared to conventional structural members such as H-shaped beams， box-section beams， and circular steel tubes. There are many factors affecting the geometrical form of such members， resulting in a great difference in their bearing capacity. However， the Standard for Design of Steel Structures（GB 50017—2017） does not provide a calculation method for their flexural capacity， resulting in a lack of theoretical calculation methods for engineering applications. This study investigates the secondary variable cross-section inverted trapezoidal steel beams in the Shenzhen Dayun Integrated Transportation Hub project. Formulae for calculating sectional properties were derived， and finite element models were developed using ABAQUS for parametric analysis. The mechanical mechanism and variation patterns were examined， leading to the proposal of a flexural capacity coefficient β for such beams. Based on the parametric analysis results， a theoretical formula for calculating flexural capacity was established， and a design procedure was outlined. A standard model for two-segment variable cross-section inverted trapezoidal steel beams was established with appropriately defined end-section parameters to study the variation law of flexural capacity. The research focused on the effects of the flange width-to-thickness ratio， web height-to-thickness ratio， ratio of top-to-bottom flange widths in the inverted trapezoidal section， and taper rate on the flexural capacity. The mechanisms of sectional plastic development under these parameters were revealed. Results demonstrated that the flexural capacity increased with the ratio of top-to-bottom flange widths and the taper rate， while it decreased with an increase in the web height-to-thickness ratio and flange width-to-thickness ratio. The bearing capacity coefficient β was proposed based on the elastic limit moment of the end sections， comprehensively considering the member's elastoplastic flexural capacity. Through multiple linear regression analysis， a theoretical formula for calculating the flexural capacity under both concentrated and distributed loads was derived. Comparison with numerical simulation results showed good agreement. For engineering applications， a design procedure was summarized， incorporating overall stability analysis and providing formulae for checking cross-sectional strength and local stability， thereby offering a design basis for practical projects.
As a new type of structural member， variable cross-section inverted trapezoidal steel beams have been widely used in large space structures due to their favorable mechanical properties and cost-effectiveness. These beams possess a more complex geometric configuration compared to conventional structural members such as H-shaped beams， box-section beams， and circular steel tubes. There are many factors affecting the geometrical form of such members， resulting in a great difference in their bearing capacity. However， the Standard for Design of Steel Structures（GB 50017—2017） does not provide a calculation method for their flexural capacity， resulting in a lack of theoretical calculation methods for engineering applications. This study investigates the secondary variable cross-section inverted trapezoidal steel beams in the Shenzhen Dayun Integrated Transportation Hub project. Formulae for calculating sectional properties were derived， and finite element models were developed using ABAQUS for parametric analysis. The mechanical mechanism and variation patterns were examined， leading to the proposal of a flexural capacity coefficient β for such beams. Based on the parametric analysis results， a theoretical formula for calculating flexural capacity was established， and a design procedure was outlined. A standard model for two-segment variable cross-section inverted trapezoidal steel beams was established with appropriately defined end-section parameters to study the variation law of flexural capacity. The research focused on the effects of the flange width-to-thickness ratio， web height-to-thickness ratio， ratio of top-to-bottom flange widths in the inverted trapezoidal section， and taper rate on the flexural capacity. The mechanisms of sectional plastic development under these parameters were revealed. Results demonstrated that the flexural capacity increased with the ratio of top-to-bottom flange widths and the taper rate， while it decreased with an increase in the web height-to-thickness ratio and flange width-to-thickness ratio. The bearing capacity coefficient β was proposed based on the elastic limit moment of the end sections， comprehensively considering the member's elastoplastic flexural capacity. Through multiple linear regression analysis， a theoretical formula for calculating the flexural capacity under both concentrated and distributed loads was derived. Comparison with numerical simulation results showed good agreement. For engineering applications， a design procedure was summarized， incorporating overall stability analysis and providing formulae for checking cross-sectional strength and local stability， thereby offering a design basis for practical projects.
2025, 40(9): 25-35.
doi: 10.13206/j.gjgS24022004
Abstract:
Based on prefabricated long-span steel structure joints and traditional bolted spherical joints， a novel fully-assembled bolted spherical joint with ribbed T-plates and additional connecting steel plates， suitable for long-span spatial structures， is proposed in this paper. The joint consists of a round steel tube， connecting discs， ribbed T-plates， connecting steel plates， and high-strength bolts， making it simple in construction and convenient to install. A finite element model of the joint was established using the finite element software ABAQUS. Eleven numerical models of the joint were designed， considering parameters such as the ribbed T-plate's flange thickness， web thickness， long rib plate thickness， and short rib plate thickness， as well as the thickness of the connecting steel plate. The failure modes and moment-rotation curves of the joint were obtained. The influence of different parameters of the joint on the flexural performance in the in-plane and out-of-plane directions was analyzed. The results showed that increasing the flange thickness of the ribbed T-plate significantly improved the flexural stiffness and flexural capacity of the joint. Increasing the thickness of the flange of the ribbed T-plate， the thickness of the long ribbed T-plate， the thickness of the short ribbed T-plate， or the thickness of the connecting steel plate reduced the difference in the ultimate bending capacity between the two directions. By analyzing the stress contour plot of the joint， it was concluded that the failure modes mainly included local failure of the joint steel plate， the short rib plate， and the screw hole wall at the tension edge of the flange under the local pressure of the screw.
Based on prefabricated long-span steel structure joints and traditional bolted spherical joints， a novel fully-assembled bolted spherical joint with ribbed T-plates and additional connecting steel plates， suitable for long-span spatial structures， is proposed in this paper. The joint consists of a round steel tube， connecting discs， ribbed T-plates， connecting steel plates， and high-strength bolts， making it simple in construction and convenient to install. A finite element model of the joint was established using the finite element software ABAQUS. Eleven numerical models of the joint were designed， considering parameters such as the ribbed T-plate's flange thickness， web thickness， long rib plate thickness， and short rib plate thickness， as well as the thickness of the connecting steel plate. The failure modes and moment-rotation curves of the joint were obtained. The influence of different parameters of the joint on the flexural performance in the in-plane and out-of-plane directions was analyzed. The results showed that increasing the flange thickness of the ribbed T-plate significantly improved the flexural stiffness and flexural capacity of the joint. Increasing the thickness of the flange of the ribbed T-plate， the thickness of the long ribbed T-plate， the thickness of the short ribbed T-plate， or the thickness of the connecting steel plate reduced the difference in the ultimate bending capacity between the two directions. By analyzing the stress contour plot of the joint， it was concluded that the failure modes mainly included local failure of the joint steel plate， the short rib plate， and the screw hole wall at the tension edge of the flange under the local pressure of the screw.
2025, 40(9): 36-44.
doi: 10.13206/j.gjgS24051501
Abstract:
To further reduce carbon emissions in the construction industry， this paper proposes a semi-rigid connected steel frame-braced structural system and its direct design method to mitigate the use of construction materials. Positioned between fully-rigid and pinned connections， semi-rigid connections allow for certain levels of bending moment and rotation between beams and columns， thereby enhancing the overall structural load-carrying efficiency. The step-by-step procedure and modeling techniques of the direct design method were elaborated based on existing codes and design software. The effectiveness of the proposed design method and the superiority of the structural system were validated through numerical examples based on an actual factory building. The numerical results demonstrated that employing semi-rigidly connected steel frames could save over 20% of steel consumption compared to traditional rigidly connected steel frames while maintaining equivalent structural performance.
To further reduce carbon emissions in the construction industry， this paper proposes a semi-rigid connected steel frame-braced structural system and its direct design method to mitigate the use of construction materials. Positioned between fully-rigid and pinned connections， semi-rigid connections allow for certain levels of bending moment and rotation between beams and columns， thereby enhancing the overall structural load-carrying efficiency. The step-by-step procedure and modeling techniques of the direct design method were elaborated based on existing codes and design software. The effectiveness of the proposed design method and the superiority of the structural system were validated through numerical examples based on an actual factory building. The numerical results demonstrated that employing semi-rigidly connected steel frames could save over 20% of steel consumption compared to traditional rigidly connected steel frames while maintaining equivalent structural performance.
2025, 40(9): 45-56.
doi: 10.13206/j.gjgS24051901
Abstract:
As a large-scale international event， the Beijing Winter Olympics adopted a a large number of scaffolding for the construction of temporary stands or stages. This study takes a sorbite stainless steel temporary large-screen scaffolding support frame with pin-type joints as the research object. A 2×1 full-scale model was designed and fabricated. Unidirectional horizontal loading tests were conducted to investigate its slip pattern， displacement response， and strain distribution under upper loading conditions of no load， 0.5， 1.5， 2.5 kN/m2. The load-displacement curves were plotted， and the structural slip loads were obtained. The local wind force of 8-12 levels in the competition zone was selected for experimental comparison to verify the safety and stability of the frame structure in practical engineering applications. The results showed that during the whole loading process， no obvious slippage occurred in the frame structure， and no noticeable deformation was observed at any of the joints. The primary form of structural deformation was overturning. Under the conditions of no counterweight and a bottom counterweight of 0.5 kN/m2， a gap was observed between the bottom row of uprights and the support. In contrast， under the conditions of 1.5 kN/m2 and 2.5 kN/m2 bottom counterweights， the bottom row of uprights remained tightly fitted to the support during the testing， even when loads reached 5.32 kN and 4.16 kN， respectively. In practical engineering， increasing the structural counterweight can be adopted to reduce gaps and enhance the anti-overturning capacity. Since the external load applied in the test was much higher than the actual wind load， the structural system possessed a substantial safety margin.
As a large-scale international event， the Beijing Winter Olympics adopted a a large number of scaffolding for the construction of temporary stands or stages. This study takes a sorbite stainless steel temporary large-screen scaffolding support frame with pin-type joints as the research object. A 2×1 full-scale model was designed and fabricated. Unidirectional horizontal loading tests were conducted to investigate its slip pattern， displacement response， and strain distribution under upper loading conditions of no load， 0.5， 1.5， 2.5 kN/m2. The load-displacement curves were plotted， and the structural slip loads were obtained. The local wind force of 8-12 levels in the competition zone was selected for experimental comparison to verify the safety and stability of the frame structure in practical engineering applications. The results showed that during the whole loading process， no obvious slippage occurred in the frame structure， and no noticeable deformation was observed at any of the joints. The primary form of structural deformation was overturning. Under the conditions of no counterweight and a bottom counterweight of 0.5 kN/m2， a gap was observed between the bottom row of uprights and the support. In contrast， under the conditions of 1.5 kN/m2 and 2.5 kN/m2 bottom counterweights， the bottom row of uprights remained tightly fitted to the support during the testing， even when loads reached 5.32 kN and 4.16 kN， respectively. In practical engineering， increasing the structural counterweight can be adopted to reduce gaps and enhance the anti-overturning capacity. Since the external load applied in the test was much higher than the actual wind load， the structural system possessed a substantial safety margin.
2025, 40(9): 57-63.
doi: 10.13206/j.gjgS24091201
Abstract:
Due to the complex and varied shapes of curved stainless steel buildings， current positioning measurement methods lack error compensation， resulting in lower positioning accuracy and larger errors for curved stainless steel buildings. Therefore， a method for measuring the positioning accuracy of curved stainless steel buildings based on laser trackers is proposed. According to the measurement requirements of curved stainless steel buildings， a laser tracker with high precision， wide-range measurement capability， and good tracking performance is selected. The specific parameters include measurement range， measurement accuracy， adaptability to working environment， etc.， and the complex curved stainless steel building that needs to be measured is taken as the positioning measurement target. The building itself is used as the origin of the coordinate system. Parameters such as the distance from the reflective target to the measurement point， and the horizontal and vertical angles output by the tracking head are set to establish the building coordinate system. A tracker installation system is constructed， comprising components such as a laser tracker， dual-frequency laser interference optical path， lens groups， integrated detection optical path， tracker base stations， signal control boards， and real-time displays. Raw measurement data is obtained in the form of a measurement network. The distance between the measurement point and the observation point was measured using a laser interferometer （IFM） and a laser absolute rangefinder （ADM）. Based on the principle of multilateral measurement， a mathematical model was established to control the laser’s emission and return distance， which facilitated the acquisition of raw measurement data. The collected laser images were digitally processed and stored in a database. The fixed vibration displacement and amplitude of the gimbal were calculated and fused with the measured values to eliminate gimbal errors. Filters were added to the laser tracker to improve resolution， and both software and hardware filtering operations were performed to avoid signal errors. At the same time， a virtual offset spot was set for spot compensation. After error analysis and compensation， the processed data were organized into positioning data outputs. Based on the output data， the positioning accuracy of curved stainless steel buildings was evaluated to ensure the measurement results met the design requirements. The test results showed that this method met the current requirements for tracking distance trajectory and tracking deviation curve， and exhibited a high overall positioning accuracy， achieving high-precision positioning measurement of curved stainless steel buildings.
Due to the complex and varied shapes of curved stainless steel buildings， current positioning measurement methods lack error compensation， resulting in lower positioning accuracy and larger errors for curved stainless steel buildings. Therefore， a method for measuring the positioning accuracy of curved stainless steel buildings based on laser trackers is proposed. According to the measurement requirements of curved stainless steel buildings， a laser tracker with high precision， wide-range measurement capability， and good tracking performance is selected. The specific parameters include measurement range， measurement accuracy， adaptability to working environment， etc.， and the complex curved stainless steel building that needs to be measured is taken as the positioning measurement target. The building itself is used as the origin of the coordinate system. Parameters such as the distance from the reflective target to the measurement point， and the horizontal and vertical angles output by the tracking head are set to establish the building coordinate system. A tracker installation system is constructed， comprising components such as a laser tracker， dual-frequency laser interference optical path， lens groups， integrated detection optical path， tracker base stations， signal control boards， and real-time displays. Raw measurement data is obtained in the form of a measurement network. The distance between the measurement point and the observation point was measured using a laser interferometer （IFM） and a laser absolute rangefinder （ADM）. Based on the principle of multilateral measurement， a mathematical model was established to control the laser’s emission and return distance， which facilitated the acquisition of raw measurement data. The collected laser images were digitally processed and stored in a database. The fixed vibration displacement and amplitude of the gimbal were calculated and fused with the measured values to eliminate gimbal errors. Filters were added to the laser tracker to improve resolution， and both software and hardware filtering operations were performed to avoid signal errors. At the same time， a virtual offset spot was set for spot compensation. After error analysis and compensation， the processed data were organized into positioning data outputs. Based on the output data， the positioning accuracy of curved stainless steel buildings was evaluated to ensure the measurement results met the design requirements. The test results showed that this method met the current requirements for tracking distance trajectory and tracking deviation curve， and exhibited a high overall positioning accuracy， achieving high-precision positioning measurement of curved stainless steel buildings.
2025, 40(9): 64-67.
doi: 10.13206/j.gjgS24072225
Abstract:
Wide plates under vertical compression always buckle into a single half-wave， exhibiting lower post-buckling stiffness and strength compared to long plates. This paper introduces the specifications for the bearing capacity of wide plates in the European steel structure design standards， along with finite element analysis results， and proposes a new fitted formula. Vertically-stiffened steel plate walls also exhibit characteristics of wide plates， buckling into a single half-wave under vertical compression. Based on the composition of the elastic buckling resistance， it is found that the buckling resistance of a vertically-stiffened steel plate wall is simply the sum of the stiffeners' individual buckling resistance and that of the unstiffened plate. Based on this property， a new formula for the elastoplastic vertical bearing capacity of vertically-stiffened steel plate walls is proposed.
Wide plates under vertical compression always buckle into a single half-wave， exhibiting lower post-buckling stiffness and strength compared to long plates. This paper introduces the specifications for the bearing capacity of wide plates in the European steel structure design standards， along with finite element analysis results， and proposes a new fitted formula. Vertically-stiffened steel plate walls also exhibit characteristics of wide plates， buckling into a single half-wave under vertical compression. Based on the composition of the elastic buckling resistance， it is found that the buckling resistance of a vertically-stiffened steel plate wall is simply the sum of the stiffeners' individual buckling resistance and that of the unstiffened plate. Based on this property， a new formula for the elastoplastic vertical bearing capacity of vertically-stiffened steel plate walls is proposed.
