Login
Register
Steel Construction Published the List of Highly Influential Articles of 2020
Current Issue
2025 Vol. 40, No. 7
Display Method:
2025, 40(7): 1-7.
doi: 10.13206/j.gjgS25031301
Abstract
PDF (2507KB)
Abstract:
The Rongyao Ring is a large-span， circular-connected structure with a diameter of 150 meters， a ring width of 14- 15 meters， a maximum arc span of 135 meters， and a height of 8.6 meters. It is supported by four 46.8-meter-tall towers. The main structure consists of an inverted triangular spatial truss arranged along the inner perimeter， featuring a one-sided cantilever slab and roof. Notably， the outer ring façade remains free of structural components. The structural design employed an integrated calculation model combining the ring and the four towers， incorporating both conventional analysis and nonlinear time-history analysis. Supplemental seismic performance-based evaluations and specialized analyses were conducted， including an assessment of wave-passage effects to ensure structural reliability. Through design optimization during the steel structure detailing and fabrication phases，coupled with rigorous construction scheme verification，the project was completed on schedule. Additionally， considerations such as floor vibration control and health monitoring during the design phase ensured project quality.
The Rongyao Ring is a large-span， circular-connected structure with a diameter of 150 meters， a ring width of 14- 15 meters， a maximum arc span of 135 meters， and a height of 8.6 meters. It is supported by four 46.8-meter-tall towers. The main structure consists of an inverted triangular spatial truss arranged along the inner perimeter， featuring a one-sided cantilever slab and roof. Notably， the outer ring façade remains free of structural components. The structural design employed an integrated calculation model combining the ring and the four towers， incorporating both conventional analysis and nonlinear time-history analysis. Supplemental seismic performance-based evaluations and specialized analyses were conducted， including an assessment of wave-passage effects to ensure structural reliability. Through design optimization during the steel structure detailing and fabrication phases，coupled with rigorous construction scheme verification，the project was completed on schedule. Additionally， considerations such as floor vibration control and health monitoring during the design phase ensured project quality.
2025, 40(7): 8-15.
doi: 10.13206/j.gjgS24090602
Abstract:
The school library is a two-story above-ground building with a square plan， featuring a curved spatial steel structure. The main structure consists of 8 bidirectional orthogonal primary trusses， which span the full two-story height and are integrated with the architectural curvature. This paper introduced the arrangement scheme of the main steel structure， as well as its characteristics and design difficulties. Based on structural analysis， the dynamic characteristics and control conditions of the long-span steel structure were obtained， the horizontal displacement， vertical displacement， and component strength of the structure meet the requirements of the related codes. A buckling analysis of the main steel structure was carried out， and the load-displacement curves were obtained. The results showed that the main steel structure had a high stability safety factor and sufficient stability bearing capacity. Additionally， the steel structure demonstrated strong resistance to progressive collapse， ensuring that failure of local members would not trigger it. The the structure—featuring large cantilevers and spans—achieved a significant reduction in peak floor acceleration through the rational arrangement of tuned mass damper （TMD）， thereby meeting the comfort criteria. Finally， the typical steel structure joint design was introduced， and finite element analysis was conducted to verify its safety and reliability.
The school library is a two-story above-ground building with a square plan， featuring a curved spatial steel structure. The main structure consists of 8 bidirectional orthogonal primary trusses， which span the full two-story height and are integrated with the architectural curvature. This paper introduced the arrangement scheme of the main steel structure， as well as its characteristics and design difficulties. Based on structural analysis， the dynamic characteristics and control conditions of the long-span steel structure were obtained， the horizontal displacement， vertical displacement， and component strength of the structure meet the requirements of the related codes. A buckling analysis of the main steel structure was carried out， and the load-displacement curves were obtained. The results showed that the main steel structure had a high stability safety factor and sufficient stability bearing capacity. Additionally， the steel structure demonstrated strong resistance to progressive collapse， ensuring that failure of local members would not trigger it. The the structure—featuring large cantilevers and spans—achieved a significant reduction in peak floor acceleration through the rational arrangement of tuned mass damper （TMD）， thereby meeting the comfort criteria. Finally， the typical steel structure joint design was introduced， and finite element analysis was conducted to verify its safety and reliability.
2025, 40(7): 16-24.
doi: 10.13206/j.gjgSS24041501
Abstract:
The main building form of the City University of Hong Kong （Dongguan） Library is only a transportation hub located at both ends， and the main functional floors are hollowed out in the lower part， forming a creative posture of "flying". To achieve the unity of architecture and structure， an innovative floor structure system has been adopted， which includes double core tube support， external cross-story truss connection， and roof secondary truss suspension. Due to the L-shaped floor plan of the connected building and the separation of the two ends of the core tube， the eccentricity between the vertical center of mass and the rigid center of the building is significant， making anti overturning design a key issue； the external cross-story truss forms a folded surface truss to adapt to the facade effect， which generates horizontal forces under vertical forces， increasing the difficulty of cross-story truss design； the internal force design and joint structure of the suspension system for multi-story floors are closely related to the construction and installation plan. Reasonable consideration of the influence of construction sequence can ensure the economic rationality of the system. By analyzing multiple unfavorable overturning load combinations， enveloping the anti overturning capacity， and strengthening the corresponding structures， the overall anti overturning capacity of the building can be improved. The analysis of the force mode of the cross-story truss showed that the cross-story truss connecting the two cylinder bodies was closer to a simply-supported truss rather than a cantilever truss due to its indirect connection with the cylinder body and insufficient connection stiffness. Therefore， the force on the top floor at the plane corner position was complex， and the arrangements of members and joint construction needed to be appropriately strengthened； due to the influence of horizontal forces， the bending area of the cross-story truss facade generated significant bending moments， and the out-of-plane bending resistance of the components and the connection joints with the floor needed to be adaptively adjusted. For the suspended multi-layer floor system，the construction process should be analyzed， and length cutting should be carried out based on the internal force under the gravity load combination of steel tie rods. At the same time， the finite element analysis and joint experiments were carried out on the special connection joints between steel tie rods and floors. The analysis and experimental results showed that the stress performance of this special connection joint could meet the design requirements. The analysis and response methods for structural systems as well as the key and difficult points can provide reference for similar projects.
The main building form of the City University of Hong Kong （Dongguan） Library is only a transportation hub located at both ends， and the main functional floors are hollowed out in the lower part， forming a creative posture of "flying". To achieve the unity of architecture and structure， an innovative floor structure system has been adopted， which includes double core tube support， external cross-story truss connection， and roof secondary truss suspension. Due to the L-shaped floor plan of the connected building and the separation of the two ends of the core tube， the eccentricity between the vertical center of mass and the rigid center of the building is significant， making anti overturning design a key issue； the external cross-story truss forms a folded surface truss to adapt to the facade effect， which generates horizontal forces under vertical forces， increasing the difficulty of cross-story truss design； the internal force design and joint structure of the suspension system for multi-story floors are closely related to the construction and installation plan. Reasonable consideration of the influence of construction sequence can ensure the economic rationality of the system. By analyzing multiple unfavorable overturning load combinations， enveloping the anti overturning capacity， and strengthening the corresponding structures， the overall anti overturning capacity of the building can be improved. The analysis of the force mode of the cross-story truss showed that the cross-story truss connecting the two cylinder bodies was closer to a simply-supported truss rather than a cantilever truss due to its indirect connection with the cylinder body and insufficient connection stiffness. Therefore， the force on the top floor at the plane corner position was complex， and the arrangements of members and joint construction needed to be appropriately strengthened； due to the influence of horizontal forces， the bending area of the cross-story truss facade generated significant bending moments， and the out-of-plane bending resistance of the components and the connection joints with the floor needed to be adaptively adjusted. For the suspended multi-layer floor system，the construction process should be analyzed， and length cutting should be carried out based on the internal force under the gravity load combination of steel tie rods. At the same time， the finite element analysis and joint experiments were carried out on the special connection joints between steel tie rods and floors. The analysis and experimental results showed that the stress performance of this special connection joint could meet the design requirements. The analysis and response methods for structural systems as well as the key and difficult points can provide reference for similar projects.
2025, 40(7): 25-35.
doi: 10.13206/j.gjgSS23121301
Abstract:
Located in Dongchangfu District of Liaocheng City， Dongchang Shuyuan Culture Center is a steel structure building with one underground floor and four aboveground floors. Due to the need of building facade modeling， the building has various sizes of overhangs （1m-11.30m）， and there are design difficulties such as super-long structure， non-negligible temperature effect， large openings on some floors， small effective width of floor slabs， and the existence of local leaping columns， which bring greater challenges to the structural design.For the larger overhangs， different structural solutions were selected for trial calculation according to different lengths of overhangs， and a comparison was made in terms of economy， safety and applicability， and technical measures， such as outriggers， overhanging trusses and hanging columns， were adopted to solve the problems of overhangs of different sizes in the structure in a targeted way. In view of the problem of over-length structure， the necessity of analyzing the temperature stress of the floor slab of the steel structure house with large-sized concrete floor slabs was demonstrated， the weak parts of the floor slab were found out and strengthened according to the results of the analysis of the temperature stress， and the measures to reduce the temperature stress of the floor slab were also given. The seismic performance design was carried out， and the columns of the skip-floors for solving the cantilevering problem were set as the key components， the standard for seismic fortification was to maintain elasticity under frequently occurred earthquakes and moderate earthquakes， and not yield under rarely occurred earthquakes， and the reaction spectrum calculations and the rare earthquake elastic-plastic time-course analysis were used for the calculation to guarantee the seismic performance under moderate earthquakes and rarely occurred earthquakes， and the damage and elastic-plastic displacements of the whole structure under rarely occurred earthquakes are also examined. The results showed that： the bearing capacity of the overhanging structure could be improved simply by increasing the cross-section size of the overhanging members， but the improvement was limited， and the over-sized cross-section was not only uneconomical， but also seriously affected the net height of the building， the method of changing the force transmission path， setting up the overhanging trusses and hanging columns could effectively improve the bearing capacity of the overhanging structure， and reduce the cross-section size of the members to improve the economy； when the building plan size was large， the temperature stresses near the opening of the top floor slab on the first floor exceeded the standard value of tensile strength of concrete， so reinforcement should be carried out and measures should be taken to reduce the temperature stress； the key components in the structure could achieve the set performance targets under fortification earthquake and rare earthquakes， and the structure as a whole suffered less damage under rarely occurred earthquakes， with an elasticity-plasticity displacement angle less than the normative limit value.
Located in Dongchangfu District of Liaocheng City， Dongchang Shuyuan Culture Center is a steel structure building with one underground floor and four aboveground floors. Due to the need of building facade modeling， the building has various sizes of overhangs （1m-11.30m）， and there are design difficulties such as super-long structure， non-negligible temperature effect， large openings on some floors， small effective width of floor slabs， and the existence of local leaping columns， which bring greater challenges to the structural design.For the larger overhangs， different structural solutions were selected for trial calculation according to different lengths of overhangs， and a comparison was made in terms of economy， safety and applicability， and technical measures， such as outriggers， overhanging trusses and hanging columns， were adopted to solve the problems of overhangs of different sizes in the structure in a targeted way. In view of the problem of over-length structure， the necessity of analyzing the temperature stress of the floor slab of the steel structure house with large-sized concrete floor slabs was demonstrated， the weak parts of the floor slab were found out and strengthened according to the results of the analysis of the temperature stress， and the measures to reduce the temperature stress of the floor slab were also given. The seismic performance design was carried out， and the columns of the skip-floors for solving the cantilevering problem were set as the key components， the standard for seismic fortification was to maintain elasticity under frequently occurred earthquakes and moderate earthquakes， and not yield under rarely occurred earthquakes， and the reaction spectrum calculations and the rare earthquake elastic-plastic time-course analysis were used for the calculation to guarantee the seismic performance under moderate earthquakes and rarely occurred earthquakes， and the damage and elastic-plastic displacements of the whole structure under rarely occurred earthquakes are also examined. The results showed that： the bearing capacity of the overhanging structure could be improved simply by increasing the cross-section size of the overhanging members， but the improvement was limited， and the over-sized cross-section was not only uneconomical， but also seriously affected the net height of the building， the method of changing the force transmission path， setting up the overhanging trusses and hanging columns could effectively improve the bearing capacity of the overhanging structure， and reduce the cross-section size of the members to improve the economy； when the building plan size was large， the temperature stresses near the opening of the top floor slab on the first floor exceeded the standard value of tensile strength of concrete， so reinforcement should be carried out and measures should be taken to reduce the temperature stress； the key components in the structure could achieve the set performance targets under fortification earthquake and rare earthquakes， and the structure as a whole suffered less damage under rarely occurred earthquakes， with an elasticity-plasticity displacement angle less than the normative limit value.
2025, 40(7): 36-49.
doi: 10.13206/j.gjgS25011301
Abstract:
To study the differences between Chinese and American codes in the design of steel frame-braced tube structures， a practical engineering project—a 160.8 m steel frame-braced tube structure in Beijing—was taken as an example. The structural design was carried out according to Chinese and American codes and their corresponding design habits. The differences in overall structural indicators， material consumption， and seismic collapse resistance performance were then compared between the models designed under the two codes. The results showed that， under the same calculation parameters， the structural stiffness and overall structural indicators of the models designed according to Chinese and American codes， respectively， were relatively close. There were significant differences in the internal force adjustment and implementation methods for the seismic second line of defense design of steel frame-braced tube structures between China and the United States， resulting in differences in component section design. Additionally， the distribution of material usage between the models designed by Chinese and American codes differed. In the model designed according to the Chinese code， the beam and brace material usage was higher， while the column material usage was lower， with the overall material usage being 4% higher. Furthermore， the collapse margin ratio of the model designed by the Chinese code was approximately 7.5% lower than that of the model designed by the American code.
To study the differences between Chinese and American codes in the design of steel frame-braced tube structures， a practical engineering project—a 160.8 m steel frame-braced tube structure in Beijing—was taken as an example. The structural design was carried out according to Chinese and American codes and their corresponding design habits. The differences in overall structural indicators， material consumption， and seismic collapse resistance performance were then compared between the models designed under the two codes. The results showed that， under the same calculation parameters， the structural stiffness and overall structural indicators of the models designed according to Chinese and American codes， respectively， were relatively close. There were significant differences in the internal force adjustment and implementation methods for the seismic second line of defense design of steel frame-braced tube structures between China and the United States， resulting in differences in component section design. Additionally， the distribution of material usage between the models designed by Chinese and American codes differed. In the model designed according to the Chinese code， the beam and brace material usage was higher， while the column material usage was lower， with the overall material usage being 4% higher. Furthermore， the collapse margin ratio of the model designed by the Chinese code was approximately 7.5% lower than that of the model designed by the American code.
2025, 40(7): 50-55.
doi: 10.13206/j.gjgS25021804
Abstract:
The expansion project of Terminal 3 at Lijiang Sanyi International Airport has posed numerous challenges for the structural design due to site constraints and the unique shape of the roof structure. First， the site is located in a high seismic intensity zone （8 degrees， 0.3g） and lies relatively close to a fault zone， making seismic resistance challenging for the structure. Meanwhile， due to the steep slope within the site， excavation in elevated areas and backfilling in lower areas have increased the difficulty of foundation design. Additionally， the roof’s multiple continuous side skylights results in poor structural integrity. The use of basic friction pendulum isolation technology in the central area reduces seismic forces by nearly 70%， significantly lowering seismic energy input and improving the structure’s overall seismic performance. Roof damping technology is applied in the finger gallery area to improve the seismic ductility of single-span structures. To address uneven foundation conditions， a combination of long and short piles with variable leveling design is adopted. Finite element numerical analysis shows that the maximum settlement value is 35 mm， and the differential settlement is 0.47%L（L is the span of base）. A roof solution using cross-type three-dimensional trusses combined with plane trusses is adopted to meet the load-bearing requirements while better adapting to the building’s shape and functional requirements.
The expansion project of Terminal 3 at Lijiang Sanyi International Airport has posed numerous challenges for the structural design due to site constraints and the unique shape of the roof structure. First， the site is located in a high seismic intensity zone （8 degrees， 0.3g） and lies relatively close to a fault zone， making seismic resistance challenging for the structure. Meanwhile， due to the steep slope within the site， excavation in elevated areas and backfilling in lower areas have increased the difficulty of foundation design. Additionally， the roof’s multiple continuous side skylights results in poor structural integrity. The use of basic friction pendulum isolation technology in the central area reduces seismic forces by nearly 70%， significantly lowering seismic energy input and improving the structure’s overall seismic performance. Roof damping technology is applied in the finger gallery area to improve the seismic ductility of single-span structures. To address uneven foundation conditions， a combination of long and short piles with variable leveling design is adopted. Finite element numerical analysis shows that the maximum settlement value is 35 mm， and the differential settlement is 0.47%L（L is the span of base）. A roof solution using cross-type three-dimensional trusses combined with plane trusses is adopted to meet the load-bearing requirements while better adapting to the building’s shape and functional requirements.
2025, 40(7): 56-65.
doi: 10.13206/j.gjgS25021803
Abstract:
The main structure of this project adopts a reinforced concrete frame-shear wall system， while the cantilevered connecting part employs a two-way steel truss structure to suspend a 4-story steel frame below. The steel truss is rigidly connected to the concrete core tube of the main building. There are some irregular items in this project， such as torsional irregularity， sudden stiffness changes （coupled with dimensional discontinuities）， component interruptions， and sudden bearing capacity changes. A performance-based seismic design method was adoted. The calculations were cross-verified using multiple software programs， and a dynamic elastoplastic analysis was carried out. Detailed conceptual construction measures were proposed for structural design， such as controlling the stress ratio of key components， increasing the in-plane stiffness of the lower chord， upgrading the seismic grade of the connecting body and the components connected to it， and adopting rigid connections between the truss and the main structure. In-depth research was carried out on the vertical seismic response， stress distribution in floor slabs on both sides， human comfort， joint stresses， and construction simulation analysis of the connected structure. These efforts ensured that the structure could achieve the predefined seismic performance objectives， guaranteeing the safety and reliability of the whole building.
The main structure of this project adopts a reinforced concrete frame-shear wall system， while the cantilevered connecting part employs a two-way steel truss structure to suspend a 4-story steel frame below. The steel truss is rigidly connected to the concrete core tube of the main building. There are some irregular items in this project， such as torsional irregularity， sudden stiffness changes （coupled with dimensional discontinuities）， component interruptions， and sudden bearing capacity changes. A performance-based seismic design method was adoted. The calculations were cross-verified using multiple software programs， and a dynamic elastoplastic analysis was carried out. Detailed conceptual construction measures were proposed for structural design， such as controlling the stress ratio of key components， increasing the in-plane stiffness of the lower chord， upgrading the seismic grade of the connecting body and the components connected to it， and adopting rigid connections between the truss and the main structure. In-depth research was carried out on the vertical seismic response， stress distribution in floor slabs on both sides， human comfort， joint stresses， and construction simulation analysis of the connected structure. These efforts ensured that the structure could achieve the predefined seismic performance objectives， guaranteeing the safety and reliability of the whole building.
2025, 40(7): 66-70.
doi: 10.13206/j.gjgS25061620
Abstract:
It is found that the strength-to-yield ratio of steels has a strong influence on the ductility coefficient of steel beams. The larger the ratio， the significantly higher the ductility coefficient. This is because an increased strength-to-yield ratio allows the beam to develop longer plastic yielding segments， thereby accumulating more plastic deformation.For an ideal elastic-plastic material， even if the maximum strain reaches twice the hardening strain of steel， its ductility coefficient does not exceed 1.5. This reflects the importance of specifying a minimum strength-to-yield ratio from the opposite side. Based on the above conclusions， it can be inferred that steel beams providing ductility for the overall structure will inevitably experience local buckling. Local buckling can provide ductility if the post-buckling bearing capacity maintains （with ≤15% degradation）. If the strength-to-yield ratio is small， increasing the width of the flange near the beam ends or adding cover plates can enhance beam ductility. Performance-based design requires elastic-plastic analysis. It should be recognized that while the allowable maximum strain is significantly influenced by the adopted strain-hardening modulus， such elastic-plastic analysis fails to consider both local buckling behavior and the effects of beam-end section strengthening.
It is found that the strength-to-yield ratio of steels has a strong influence on the ductility coefficient of steel beams. The larger the ratio， the significantly higher the ductility coefficient. This is because an increased strength-to-yield ratio allows the beam to develop longer plastic yielding segments， thereby accumulating more plastic deformation.For an ideal elastic-plastic material， even if the maximum strain reaches twice the hardening strain of steel， its ductility coefficient does not exceed 1.5. This reflects the importance of specifying a minimum strength-to-yield ratio from the opposite side. Based on the above conclusions， it can be inferred that steel beams providing ductility for the overall structure will inevitably experience local buckling. Local buckling can provide ductility if the post-buckling bearing capacity maintains （with ≤15% degradation）. If the strength-to-yield ratio is small， increasing the width of the flange near the beam ends or adding cover plates can enhance beam ductility. Performance-based design requires elastic-plastic analysis. It should be recognized that while the allowable maximum strain is significantly influenced by the adopted strain-hardening modulus， such elastic-plastic analysis fails to consider both local buckling behavior and the effects of beam-end section strengthening.
