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2026 Vol. 56, No. 1
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2026, 56(1): 1-10.
doi: 10.3724/j.gyjzG24122303
Abstract:
Prefabricated reinforced concrete walls have high lateral stiffness， low deformation capacity， and are prone to shear brittle failure. By regularly arranging openings on the wall， the failure modes of the wall under lateral force can be adjusted， and the ductility of the wall can be increased. Four reinforced concrete grid walls with opening dimensions of 200 mm × 500 mm and a shear span ratio of 0.7 were designed and manufactured in this study. Experimental investigations were conducted on the structural performance of the walls under transverse static loads and transverse cyclic loads under different axial compression ratios. The force mechanism， monotonic load-displacement curves， hysteresis curves， and skeleton curves of the walls were analyzed； the results reveled the two-stage failure mode of the grid wall， for which the internal connecting beams failed first and the inter-grid split columns failed later. The results showed that increasing the axial compression ratio from 0.1 to 0.35 increased the load-bearing capacity of the grid wall by 38%， reduced the ductility coefficient by 9.3% under reciprocating load. Moreover， in static tests， the rate of post-peak degradation in the bearing capacity of walls with different axial compression ratios was almost the same； by appropriately setting the grid of reinforced concrete walls， the project changed the failure mode of the walls and improved their ductility.
Prefabricated reinforced concrete walls have high lateral stiffness， low deformation capacity， and are prone to shear brittle failure. By regularly arranging openings on the wall， the failure modes of the wall under lateral force can be adjusted， and the ductility of the wall can be increased. Four reinforced concrete grid walls with opening dimensions of 200 mm × 500 mm and a shear span ratio of 0.7 were designed and manufactured in this study. Experimental investigations were conducted on the structural performance of the walls under transverse static loads and transverse cyclic loads under different axial compression ratios. The force mechanism， monotonic load-displacement curves， hysteresis curves， and skeleton curves of the walls were analyzed； the results reveled the two-stage failure mode of the grid wall， for which the internal connecting beams failed first and the inter-grid split columns failed later. The results showed that increasing the axial compression ratio from 0.1 to 0.35 increased the load-bearing capacity of the grid wall by 38%， reduced the ductility coefficient by 9.3% under reciprocating load. Moreover， in static tests， the rate of post-peak degradation in the bearing capacity of walls with different axial compression ratios was almost the same； by appropriately setting the grid of reinforced concrete walls， the project changed the failure mode of the walls and improved their ductility.
2026, 56(1): 11-21.
doi: 10.3724/j.gyjzG25050805
Abstract:
In this paper， experimental studies were conducted on the mechanical properties of typical components of a practical prefabricated shear wall structure， including grouting sleeves， laminated reinforced concrete slabs containing joints， and joints between laminated slabs and prefabricated reinforced concrete shear walls. Industrial computerized tomography （CT） and pull-out tests were conducted on the grouting sleeves connecting the vertical rebars of the upper and lower prefabricated shear walls. It was found that the rebars were generally difficult to align in actual construction. However， the pull-out properties of grouting sleeves met the requirements. Static loading tests were conducted on the slabs. Both slab specimens showed good flexural ductility， and their experimental and calculated bearing capacity values were in good agreement. Quasi-static cyclic tests were conducted on the joints. The load-deflection skeleton curves showed an inverted S-shape， indicating good ductility and energy dissipation capacity. The bearing capacities and failure modes of all three types of components met the design requirements.
In this paper， experimental studies were conducted on the mechanical properties of typical components of a practical prefabricated shear wall structure， including grouting sleeves， laminated reinforced concrete slabs containing joints， and joints between laminated slabs and prefabricated reinforced concrete shear walls. Industrial computerized tomography （CT） and pull-out tests were conducted on the grouting sleeves connecting the vertical rebars of the upper and lower prefabricated shear walls. It was found that the rebars were generally difficult to align in actual construction. However， the pull-out properties of grouting sleeves met the requirements. Static loading tests were conducted on the slabs. Both slab specimens showed good flexural ductility， and their experimental and calculated bearing capacity values were in good agreement. Quasi-static cyclic tests were conducted on the joints. The load-deflection skeleton curves showed an inverted S-shape， indicating good ductility and energy dissipation capacity. The bearing capacities and failure modes of all three types of components met the design requirements.
2026, 56(1): 22-31.
doi: 10.3724/j.gyjzG25040203
Abstract:
Based on the design concepts of plastic damage control and replaceable energy-dissipation components， a prefabricated column-base joint with replaceable composite energy-dissipation components is proposed. The joint consists of H-shaped steel columns and composite energy-dissipation components （including L-shaped tension-compression energy-dissipation plates and shear energy-dissipation devices） assembled with high-strength bolts， forming a “tension/compression-shear” dual energy-dissipation mechanism that ensures the bearing capacity and enables damage control and post-earthquake replacement. A total of ten joint models were established in ABAQUS software to simulate their behavior under cyclic loading. The hysteretic curves， skeleton curves，and stress distribution differences of joint models with different parameters were compared and analyzed， and the influence laws of key parameters on the hysteretic performance of joints were summarized. The results showed that the width ratio and thickness ratio of the L-shaped tension-compression energy-dissipation plates， as well as the axial compression ratio， were all important parameters affecting the hysteretic performance of the novel column-base joints. Increasing the width ratio and thickness ratio of L-shaped tension-compression energy-dissipation plates effectively improved the bearing capacity of the joints， but also increased the stress in the structural columns. It was suggested that the width ratio and thickness ratio should be in the ranges of 0.3-0.7 and 0.5-1.0， respectively. Increasing the axial compression ratio reduced the ductility of the joints， thereby affecting the safety and reliability of the structure.
Based on the design concepts of plastic damage control and replaceable energy-dissipation components， a prefabricated column-base joint with replaceable composite energy-dissipation components is proposed. The joint consists of H-shaped steel columns and composite energy-dissipation components （including L-shaped tension-compression energy-dissipation plates and shear energy-dissipation devices） assembled with high-strength bolts， forming a “tension/compression-shear” dual energy-dissipation mechanism that ensures the bearing capacity and enables damage control and post-earthquake replacement. A total of ten joint models were established in ABAQUS software to simulate their behavior under cyclic loading. The hysteretic curves， skeleton curves，and stress distribution differences of joint models with different parameters were compared and analyzed， and the influence laws of key parameters on the hysteretic performance of joints were summarized. The results showed that the width ratio and thickness ratio of the L-shaped tension-compression energy-dissipation plates， as well as the axial compression ratio， were all important parameters affecting the hysteretic performance of the novel column-base joints. Increasing the width ratio and thickness ratio of L-shaped tension-compression energy-dissipation plates effectively improved the bearing capacity of the joints， but also increased the stress in the structural columns. It was suggested that the width ratio and thickness ratio should be in the ranges of 0.3-0.7 and 0.5-1.0， respectively. Increasing the axial compression ratio reduced the ductility of the joints， thereby affecting the safety and reliability of the structure.
2026, 56(1): 32-40.
doi: 10.3724/j.gyjzG24090904
Abstract:
Based on an electronic chip factory project in Shanghai， an integrated prefabricated waffle slab system has been proposed. Using finite element modeling， the effects of joint depth and live load mass on the natural frequency， stiffness， and in-situ frequency response function of the floor slab were analyzed. The results showed that as the joint depth in the waffle slab increased， the natural frequency of the same order and the stiffness of the waffle slab decreased， while the vibration response of the floor increased. Moreover， the greater the joint depth， the more rapidly these indicators changed. When the joint depth was within 100 mm， the variations in the stiffness and peak frequency response function of the waffle slab remained within 5%， indicating the feasibility of the prefabricated concrete waffle slab system. The live load mass contributed to controlling the speed and acceleration responses of the floor but did not affect its dynamic stiffness. The formula derived from a single-degree-of-freedom system can accurately estimate the displacement， velocity， and acceleration frequency response functions of the floor structure under live loads and is recommended for practical engineering applications.
Based on an electronic chip factory project in Shanghai， an integrated prefabricated waffle slab system has been proposed. Using finite element modeling， the effects of joint depth and live load mass on the natural frequency， stiffness， and in-situ frequency response function of the floor slab were analyzed. The results showed that as the joint depth in the waffle slab increased， the natural frequency of the same order and the stiffness of the waffle slab decreased， while the vibration response of the floor increased. Moreover， the greater the joint depth， the more rapidly these indicators changed. When the joint depth was within 100 mm， the variations in the stiffness and peak frequency response function of the waffle slab remained within 5%， indicating the feasibility of the prefabricated concrete waffle slab system. The live load mass contributed to controlling the speed and acceleration responses of the floor but did not affect its dynamic stiffness. The formula derived from a single-degree-of-freedom system can accurately estimate the displacement， velocity， and acceleration frequency response functions of the floor structure under live loads and is recommended for practical engineering applications.
2026, 56(1): 41-54.
doi: 10.3724/j.gyjzG25031005
Abstract:
The light-gauge steel keel-fiber cement pressure plate is a new type of prefabricated composite floor member formed by connecting a light-gauge steel keel to a fiber cement pressure plate with self-tapping screws. Compared with traditional concrete cast-in-place floors， it has the advantages of light weight， low cost， and high construction efficiency. However， research on the failure sequence， failure characteristics， and stiffness degradation of such building panels is not thorough and comprehensive， which restricts their promotion and application in steel structure houses in villages and towns. To this end， five groups of prefabricated light-gauge steel keel-fiber cement pressure plates were designed. The four-point flexural tests and finite element modeling analyses were carried out on them. The flexural performance of pressure plates with different structural forms was evaluated， and design suggestions were put forward.The results indicated that appropriately reducing the spacing between keels， increasing the section height of keels， and decreasing the spacing between screws could effectively enhance the yield load and design bearing capacity of composite slabs
The light-gauge steel keel-fiber cement pressure plate is a new type of prefabricated composite floor member formed by connecting a light-gauge steel keel to a fiber cement pressure plate with self-tapping screws. Compared with traditional concrete cast-in-place floors， it has the advantages of light weight， low cost， and high construction efficiency. However， research on the failure sequence， failure characteristics， and stiffness degradation of such building panels is not thorough and comprehensive， which restricts their promotion and application in steel structure houses in villages and towns. To this end， five groups of prefabricated light-gauge steel keel-fiber cement pressure plates were designed. The four-point flexural tests and finite element modeling analyses were carried out on them. The flexural performance of pressure plates with different structural forms was evaluated， and design suggestions were put forward.The results indicated that appropriately reducing the spacing between keels， increasing the section height of keels， and decreasing the spacing between screws could effectively enhance the yield load and design bearing capacity of composite slabs
2026, 56(1): 55-60.
doi: 10.3724/j.gyjzG25032601
Abstract:
In order to study the feasibility of applying cold-formed thin-walled members in the hanger system of tall industrial plants， a double-limb cold-formed C-shaped steel hanger system was proposed. Considering different spans of the hanger beams， design load values， and the number of connecting batten plates between the webs of the C-sections， static load tests were conducted on six full-scale double-limb cold-formed C-shaped steel hanger system models to investigate their deformation patterns and mechanical properties under the design uniformly distributed loads and the successive concentrated loads. The test results indicated that all hanger system models met the bearing capacity requirements under the design uniformly distributed loads. The global and local failure modes under the successive concentrated loads were overall flexural-torsional buckling of the hanger beam and local buckling of the compressive flange plate， respectively. The installation of connecting batten plates between the double-limb cold-formed C-section steel webs enhanced the stiffness， ultimate bearing capacity and deformation capacity of the hanger system.
In order to study the feasibility of applying cold-formed thin-walled members in the hanger system of tall industrial plants， a double-limb cold-formed C-shaped steel hanger system was proposed. Considering different spans of the hanger beams， design load values， and the number of connecting batten plates between the webs of the C-sections， static load tests were conducted on six full-scale double-limb cold-formed C-shaped steel hanger system models to investigate their deformation patterns and mechanical properties under the design uniformly distributed loads and the successive concentrated loads. The test results indicated that all hanger system models met the bearing capacity requirements under the design uniformly distributed loads. The global and local failure modes under the successive concentrated loads were overall flexural-torsional buckling of the hanger beam and local buckling of the compressive flange plate， respectively. The installation of connecting batten plates between the double-limb cold-formed C-section steel webs enhanced the stiffness， ultimate bearing capacity and deformation capacity of the hanger system.
2026, 56(1): 61-69.
doi: 10.3724/j.gyjzG25090601
Abstract:
Under long-term solar radiation， the temperature field of building structures exhibits significant spatiotemporal non-uniform characteristics due to changes in the solar radiation angle， building shading， and wind speed. To study the temperature field distribution of a 100-meter-high crossed steel arch structure large-rise-span under solar radiation， a solid model and fluid domain of the crossed steel arch structure large-rise-span were established in the ANSYS Fluent Meshing module. The transient temperature field of the structure was simulated and analyzed， and the effects of factors such as season， solar radiation intensity， wind speed， and shading from buildings on both sides on the transient non-uniform temperature field of the structure were parametrically analyzed. The results show： the highest temperature on the steel arch surface occurs at 14：00， with a variation trend approximately following a sine function， and the temperature of the components varies significantly along the height direction； under lower radiation intensity， the maximum surface temperature decreases by 21.4% compared with high radiation intensity； increasing wind speed lowers the surface temperature， with the cooling effect in winter being significantly greater than in summer； building shadows do not change the temperature distribution pattern， but they can reduce the temperature difference between the structure surface and the environment by approximately 11.99% to 22.13%. The structure's temperature field exhibits significant temporal variability and spatial non-uniformity.
Under long-term solar radiation， the temperature field of building structures exhibits significant spatiotemporal non-uniform characteristics due to changes in the solar radiation angle， building shading， and wind speed. To study the temperature field distribution of a 100-meter-high crossed steel arch structure large-rise-span under solar radiation， a solid model and fluid domain of the crossed steel arch structure large-rise-span were established in the ANSYS Fluent Meshing module. The transient temperature field of the structure was simulated and analyzed， and the effects of factors such as season， solar radiation intensity， wind speed， and shading from buildings on both sides on the transient non-uniform temperature field of the structure were parametrically analyzed. The results show： the highest temperature on the steel arch surface occurs at 14：00， with a variation trend approximately following a sine function， and the temperature of the components varies significantly along the height direction； under lower radiation intensity， the maximum surface temperature decreases by 21.4% compared with high radiation intensity； increasing wind speed lowers the surface temperature， with the cooling effect in winter being significantly greater than in summer； building shadows do not change the temperature distribution pattern， but they can reduce the temperature difference between the structure surface and the environment by approximately 11.99% to 22.13%. The structure's temperature field exhibits significant temporal variability and spatial non-uniformity.
2026, 56(1): 70-79.
doi: 10.3724/j.gyjzG25040207
Abstract:
To meet the higher requirements of performance-based seismic design and incorporate the concept of industrialized prefabrication， three new types of composite energy-dissipation dampers are proposed by integrating U-shaped dampers （UDs） with slitted steel plate dampers： single-stage yielding composite energy-dissipation damper （SSYCD）， double-stage yielding composite energy-dissipation damper （DSYCD）， and reinforced double-stage yielding composite energy-dissipation damper （RDSYCD）. Using the finite element software ABAQUS， a comparative study on the seismic performance between the traditional UD and the three new composite energy-dissipation dampers was conducted， analyzing the differences in their the hysteresis curves， skeleton curves， energy dissipation capacity， and equivalent viscous damping coefficients. The results showed that， compared to UD， SSYCD significantly improved the initial stiffness and energy dissipation capacity of the damper on the premise of reducing the steel consumption by 28.20%， with increases of 150.16% and 250.57%， respectively； DSYCD achieved the intended double-stage yielding working mechanism with relatively low initial stiffness and energy dissipation capacity； RDSYCD achieved the intended double-stage yielding working mechanism， and when the steel consumption was similar to that of SSYCD， its initial stiffness， ultimate bearing capacity， and energy dissipation capacity increased by 6.28%， 44.55%， and 11.03%， respectively， compared with SSYCD.
To meet the higher requirements of performance-based seismic design and incorporate the concept of industrialized prefabrication， three new types of composite energy-dissipation dampers are proposed by integrating U-shaped dampers （UDs） with slitted steel plate dampers： single-stage yielding composite energy-dissipation damper （SSYCD）， double-stage yielding composite energy-dissipation damper （DSYCD）， and reinforced double-stage yielding composite energy-dissipation damper （RDSYCD）. Using the finite element software ABAQUS， a comparative study on the seismic performance between the traditional UD and the three new composite energy-dissipation dampers was conducted， analyzing the differences in their the hysteresis curves， skeleton curves， energy dissipation capacity， and equivalent viscous damping coefficients. The results showed that， compared to UD， SSYCD significantly improved the initial stiffness and energy dissipation capacity of the damper on the premise of reducing the steel consumption by 28.20%， with increases of 150.16% and 250.57%， respectively； DSYCD achieved the intended double-stage yielding working mechanism with relatively low initial stiffness and energy dissipation capacity； RDSYCD achieved the intended double-stage yielding working mechanism， and when the steel consumption was similar to that of SSYCD， its initial stiffness， ultimate bearing capacity， and energy dissipation capacity increased by 6.28%， 44.55%， and 11.03%， respectively， compared with SSYCD.
Analysis of Temperature Effects on a Weakly Correlated Suspension Structure Based on Solar Radiation
2026, 56(1): 80-90.
doi: 10.3724/j.gyjzG25022203
Abstract:
This study investigates a high-rise building featuring a weakly correlated suspended structure. The building's temperature field was zoned using Rhino， and the internal forces and deformations of key structural members under thermal loading were calculated using Midas software. The analysis compared the thermal effects under two scenarios： air temperature fluctuation alone and the combined action of solar radiation and air temperature.The results indicate that the non-uniform temperature effects induced by solar radiation exert a significantly greater influence on structural stress， support reactions， and displacements than the uniform effects caused solely by air temperature changes. Specifically， the maximum tensile stress increased by 53.6%， while the maximum resultant reaction force and moment increased by 142% and 16.8%， respectively； the maximum displacement increased by 26.3%. Furthermore， the locations of the maximum tensile stress， resultant reaction force， and resultant reaction moment shifted under the combined loading. Consequently， the non-uniform temperature actions arising from solar radiation warrant critical consideration during the structural design and operational phases.
This study investigates a high-rise building featuring a weakly correlated suspended structure. The building's temperature field was zoned using Rhino， and the internal forces and deformations of key structural members under thermal loading were calculated using Midas software. The analysis compared the thermal effects under two scenarios： air temperature fluctuation alone and the combined action of solar radiation and air temperature.The results indicate that the non-uniform temperature effects induced by solar radiation exert a significantly greater influence on structural stress， support reactions， and displacements than the uniform effects caused solely by air temperature changes. Specifically， the maximum tensile stress increased by 53.6%， while the maximum resultant reaction force and moment increased by 142% and 16.8%， respectively； the maximum displacement increased by 26.3%. Furthermore， the locations of the maximum tensile stress， resultant reaction force， and resultant reaction moment shifted under the combined loading. Consequently， the non-uniform temperature actions arising from solar radiation warrant critical consideration during the structural design and operational phases.
2026, 56(1): 91-105.
doi: 10.3724/j.gyjzG25030102
Abstract:
In recent years， China has vigorously promoted the new industrialization process， and the construction and operation of industrial buildings have generated a large amount of carbon dioxide. In order to achieve the “dual carbon” goals， the research on the carbon emission accounting method for industrial buildings has been carried out， and three types of building-area-splitting methods have been proposed. Based on the whole life cycle theory， a provincial-level building carbon emission accounting model was established. Taking the industrial buildings in Shaanxi Province as the research object， the carbon emissions at each stage of the life cycle assessment were calculated. The results showed that from 2004 to 2021， the carbon emissions of industrial buildings in Shaanxi Province showed an upward trend， reaching 10.0423 million tons in 2021； among them， the carbon emissions at the material production stage and the building operational stage accounted for the largest proportion. The production of steel and cement was the main component of carbon emissions at the material production stage， each accounting for approximately 39%； the consumption of electricity， raw coal， heat， and natural gas was the main source of carbon emissions at the building operation stage， among which electricity contributed the most， accounting for 38.99% of the carbon emissions at the building operational stage.
In recent years， China has vigorously promoted the new industrialization process， and the construction and operation of industrial buildings have generated a large amount of carbon dioxide. In order to achieve the “dual carbon” goals， the research on the carbon emission accounting method for industrial buildings has been carried out， and three types of building-area-splitting methods have been proposed. Based on the whole life cycle theory， a provincial-level building carbon emission accounting model was established. Taking the industrial buildings in Shaanxi Province as the research object， the carbon emissions at each stage of the life cycle assessment were calculated. The results showed that from 2004 to 2021， the carbon emissions of industrial buildings in Shaanxi Province showed an upward trend， reaching 10.0423 million tons in 2021； among them， the carbon emissions at the material production stage and the building operational stage accounted for the largest proportion. The production of steel and cement was the main component of carbon emissions at the material production stage， each accounting for approximately 39%； the consumption of electricity， raw coal， heat， and natural gas was the main source of carbon emissions at the building operation stage， among which electricity contributed the most， accounting for 38.99% of the carbon emissions at the building operational stage.
2026, 56(1): 106-114.
doi: 10.3724/j.gyjzG25121501
Abstract:
As a core sector of energy consumption and carbon emissions， the green and low-carbon transformation of the construction industry is crucial to achieving the dual carbon goals. However， the intermittency and volatility of renewable energy sources such as photovoltaic （PV） and wind power， coupled with the drawbacks of traditional independent energy storage，including high investment costs， low utilization rates， and insufficient dispatch flexibility，have severely constrained renewable energy accommodation and energy system optimization in the construction field. This study investigated three typical building types： residential， office， and industrial. Based on their heterogeneous energy consumption characteristics， a flexible regulation model for shared energy storage was established， and differentiated dispatch strategies were designed. Case simulations were conducted to compare the operational effects of the three modes： no energy storage， independent energy storage， and shared energy storage. The results indicated that the shared energy storage mode could achieve full utilization of renewable energy， completely resolving the power curtailment issue inherent in the no-energy-storage mode. Compared to the independent energy storage mode， the shared mode significantly reduced energy storage investment costs while maintaining comparable operational costs. Moreover， as the PV installed capacity increased， the capacity reduction rate showed an upward trend， reaching a maximum of over 40%. Meanwhile， through cross-building coordinated dispatch， shared energy storage fully leveraged the advantage of load complementarity， thereby enhancing the stability of the energy system and the efficiency of resource utilization.
As a core sector of energy consumption and carbon emissions， the green and low-carbon transformation of the construction industry is crucial to achieving the dual carbon goals. However， the intermittency and volatility of renewable energy sources such as photovoltaic （PV） and wind power， coupled with the drawbacks of traditional independent energy storage，including high investment costs， low utilization rates， and insufficient dispatch flexibility，have severely constrained renewable energy accommodation and energy system optimization in the construction field. This study investigated three typical building types： residential， office， and industrial. Based on their heterogeneous energy consumption characteristics， a flexible regulation model for shared energy storage was established， and differentiated dispatch strategies were designed. Case simulations were conducted to compare the operational effects of the three modes： no energy storage， independent energy storage， and shared energy storage. The results indicated that the shared energy storage mode could achieve full utilization of renewable energy， completely resolving the power curtailment issue inherent in the no-energy-storage mode. Compared to the independent energy storage mode， the shared mode significantly reduced energy storage investment costs while maintaining comparable operational costs. Moreover， as the PV installed capacity increased， the capacity reduction rate showed an upward trend， reaching a maximum of over 40%. Meanwhile， through cross-building coordinated dispatch， shared energy storage fully leveraged the advantage of load complementarity， thereby enhancing the stability of the energy system and the efficiency of resource utilization.
2026, 56(1): 115-122.
doi: 10.3724/j.gyjzG25053002
Abstract:
The main functions of containment structures are equipment support and internal and external protection. As the final safety barrier of a nuclear power plant， the containment structure must meet high reliability requirements， and its structural integrity must be maintained throughout the life cycle of the plant. In order to verify the structural performance of the containment， a CTT test is required， which is characterized by high risk and long duration. Considering the practical needs of nuclear power plants， it is expected that the efficiency of safety assessment can be further improved by enhancing the pressurization and depressurization rates of the containment during the CTT test. Using the ANSYS finite element software， a numerical simulation was conducted with the M310 containment as the research object. Two sets of numerical models were established to compare the expected pressurization rate （pressurization at 80 kPa/h and depressurization at 40 kPa/h） and the actual pressurization rate of the M310 containment （pressurization at 40 kPa/h and depressurization at 14 kPa/h）， to investigate the effects of rate inchease on the structural performance of the containment. The results showed that after increasing the pressurization and depressurization rates， there was no significant difference in the pressure and gas velocity distribution inside the containment shell； the gas temperature exhibited similar trends during both heating and cooling， with a relatively small temperature difference between the two processes； there were no significant changes in concrete temperature or structural deformation. The simulation analysis verified that the structural performance of the containment shell remained within the safe range under the increased rate and met the operational requirements.
The main functions of containment structures are equipment support and internal and external protection. As the final safety barrier of a nuclear power plant， the containment structure must meet high reliability requirements， and its structural integrity must be maintained throughout the life cycle of the plant. In order to verify the structural performance of the containment， a CTT test is required， which is characterized by high risk and long duration. Considering the practical needs of nuclear power plants， it is expected that the efficiency of safety assessment can be further improved by enhancing the pressurization and depressurization rates of the containment during the CTT test. Using the ANSYS finite element software， a numerical simulation was conducted with the M310 containment as the research object. Two sets of numerical models were established to compare the expected pressurization rate （pressurization at 80 kPa/h and depressurization at 40 kPa/h） and the actual pressurization rate of the M310 containment （pressurization at 40 kPa/h and depressurization at 14 kPa/h）， to investigate the effects of rate inchease on the structural performance of the containment. The results showed that after increasing the pressurization and depressurization rates， there was no significant difference in the pressure and gas velocity distribution inside the containment shell； the gas temperature exhibited similar trends during both heating and cooling， with a relatively small temperature difference between the two processes； there were no significant changes in concrete temperature or structural deformation. The simulation analysis verified that the structural performance of the containment shell remained within the safe range under the increased rate and met the operational requirements.
Prestress Calculation of Nuclear Power Plant Containment Structures Based on the Differential Method
2026, 56(1): 123-130.
doi: 10.3724/j.gyjzG25022107
Abstract:
The primary function of the nuclear power plant containment structure is to provide external protection against impacts and internal protection against leaks. In order to effectively control cracks and ensure the sealing of the container， a large number of prestressed tendons were adopted in the structure. The containment structure is a cylindrical structure system consisting of a cylindrical body and an upper dome， which requires the prestressed tendons to be arranged in a circular curve along the structure. There are some defects in the finite element software used to solve the prestressing effect of the cylindrical structure， resulting in certain errors in the results. Based on the theory of shell mechanics， using an iterative differential method to solve the equilibrium equation can yield the accurate effect of the curved prestressed tendons. This algorithm can also consider the influence of the cylinder thickness and accurately calculate the stress at any position along the cylinder thickness direction， providing accurate solutions for the containment prestressing design. Furthermore， the algorithm reveals the distribution of prestressing effects within the cylinder， which can provide suggestions for prestressing construction.
The primary function of the nuclear power plant containment structure is to provide external protection against impacts and internal protection against leaks. In order to effectively control cracks and ensure the sealing of the container， a large number of prestressed tendons were adopted in the structure. The containment structure is a cylindrical structure system consisting of a cylindrical body and an upper dome， which requires the prestressed tendons to be arranged in a circular curve along the structure. There are some defects in the finite element software used to solve the prestressing effect of the cylindrical structure， resulting in certain errors in the results. Based on the theory of shell mechanics， using an iterative differential method to solve the equilibrium equation can yield the accurate effect of the curved prestressed tendons. This algorithm can also consider the influence of the cylinder thickness and accurately calculate the stress at any position along the cylinder thickness direction， providing accurate solutions for the containment prestressing design. Furthermore， the algorithm reveals the distribution of prestressing effects within the cylinder， which can provide suggestions for prestressing construction.
2026, 56(1): 131-143.
doi: 10.3724/j.gyjzG25122202
Abstract:
To address the issue of long-term corrosion protection and durability enhancement for steel bridge decks， this study focus on Q420qENH+316L clad steel butt joints. Cyclic immersion corrosion tests were conducted in a 0.01 mol/L NaHSO3 solution， combined with corrosion weight loss measurements and analyses of the rust layer's morphology and composition， the corrosion behavior and pitting evolution laws in different regions were revealed. High-cycle fatigue tests were then conducted on both uncorroded and corroded specimens to evaluate the impact of corrosion damage on fatigue performance. Scanning electron microscopy （SEM） was employed to observe fracture morphologies and elucidate the fatigue behavior characteristics of the clad steel joints. The results indicated that the corrosion process exhibited distinct stages： the mass loss rate increased rapidly during the rust layer formation period but decreased to 51.4% of the initial rate upon entering the stable period. The corrosion resistance of the joints showed heterogeneity， with the stainless steel cladding and weld zones performing optimally， while the transition weld and the heat-affected zone （HAZ） of the weathering steel were identified as corrosion-sensitive areas. Corrosion damage significantly degraded the fatigue performance and altered the failure modes. After 45 days of pre-corrosion， the average fatigue life of the joints decreased by 24.9%. The fracture location shifted from the cladding weld toe to the weld center and transition weld interface， accompanied by the initiation of multiple crack sources and an increase in the number of secondary cracks.
To address the issue of long-term corrosion protection and durability enhancement for steel bridge decks， this study focus on Q420qENH+316L clad steel butt joints. Cyclic immersion corrosion tests were conducted in a 0.01 mol/L NaHSO3 solution， combined with corrosion weight loss measurements and analyses of the rust layer's morphology and composition， the corrosion behavior and pitting evolution laws in different regions were revealed. High-cycle fatigue tests were then conducted on both uncorroded and corroded specimens to evaluate the impact of corrosion damage on fatigue performance. Scanning electron microscopy （SEM） was employed to observe fracture morphologies and elucidate the fatigue behavior characteristics of the clad steel joints. The results indicated that the corrosion process exhibited distinct stages： the mass loss rate increased rapidly during the rust layer formation period but decreased to 51.4% of the initial rate upon entering the stable period. The corrosion resistance of the joints showed heterogeneity， with the stainless steel cladding and weld zones performing optimally， while the transition weld and the heat-affected zone （HAZ） of the weathering steel were identified as corrosion-sensitive areas. Corrosion damage significantly degraded the fatigue performance and altered the failure modes. After 45 days of pre-corrosion， the average fatigue life of the joints decreased by 24.9%. The fracture location shifted from the cladding weld toe to the weld center and transition weld interface， accompanied by the initiation of multiple crack sources and an increase in the number of secondary cracks.
2026, 56(1): 144-150.
doi: 10.3724/j.gyjzG25021905
Abstract:
Masts are frequently positioned on the top of super high-rise structures to provide lightning protection， collision prevention， and enhanced architectural aesthetics and height. Being highly sensitive to wind， these structures are susceptible to fatigue-induced damage due to wind-induced vibrations. In May 2021， an abnormal vibration incident at a building in Shenzhen attracted significant global attention. Determining the cause of fatigue damage in the mast became one of the key challenges in tracing the source of this incident.However，due to a lack of comprehensive wind field historical data， the load-structure response analysis method could not be directly applied to address the wind-induced fatigue issue of masts. In practice， one or two cameras are typically installed on the top of super high-rise buildings to monitor the service status of masts， offering foundational data for fatigue life assessment based on image information. However， due to variations in site conditions， the image data regarding the masts’ service status often exhibit spatiotemporal incompleteness， complicating the direct acquisition of historical wind vibration data through image analysis. For this purpose， this study introduced a method for the inverse analysis of the wind-induced vibration history of mast structures using incomplete image data. By examining the temporal and frequency domain characteristics of the limited image data， conducting damage assessments at key joints， and analyzing the natural vibration properties of the mast structure， the probability distribution of stress states in fatigue-sensitive joints was derived. This was complemented by a stochastic sampling algorithm to achieve a fatigue reliability evaluation of such structures. Experimental results indicated that the assessment outcomes of this method were highly consistent.
Masts are frequently positioned on the top of super high-rise structures to provide lightning protection， collision prevention， and enhanced architectural aesthetics and height. Being highly sensitive to wind， these structures are susceptible to fatigue-induced damage due to wind-induced vibrations. In May 2021， an abnormal vibration incident at a building in Shenzhen attracted significant global attention. Determining the cause of fatigue damage in the mast became one of the key challenges in tracing the source of this incident.However，due to a lack of comprehensive wind field historical data， the load-structure response analysis method could not be directly applied to address the wind-induced fatigue issue of masts. In practice， one or two cameras are typically installed on the top of super high-rise buildings to monitor the service status of masts， offering foundational data for fatigue life assessment based on image information. However， due to variations in site conditions， the image data regarding the masts’ service status often exhibit spatiotemporal incompleteness， complicating the direct acquisition of historical wind vibration data through image analysis. For this purpose， this study introduced a method for the inverse analysis of the wind-induced vibration history of mast structures using incomplete image data. By examining the temporal and frequency domain characteristics of the limited image data， conducting damage assessments at key joints， and analyzing the natural vibration properties of the mast structure， the probability distribution of stress states in fatigue-sensitive joints was derived. This was complemented by a stochastic sampling algorithm to achieve a fatigue reliability evaluation of such structures. Experimental results indicated that the assessment outcomes of this method were highly consistent.
2026, 56(1): 151-167.
doi: 10.3724/j.gyjzG25102802
Abstract:
Epoxy resin is an important type of thermosetting resin， featuring excellent mechanical， adhesive， corrosion resistance， crack resistance， and fatigue resistance properties， and is widely used in engineering. Regarding the development， research， and application of epoxy-based engineering materials， this paper first summarizes its three-stage development process， then elaborates on the curing reaction mechanism and key performance control techniques of epoxy materials， and proposes solutions to the common brittleness problems. It classifies the materials based on their working state and functions during construction. It also provides a detailed introduction to various commonly used epoxy-based engineering materials in current engineering， analyzes the current research deficiencies and technical bottlenecks， and focuses on the new trends and demands of “high reinforcement， functionalization， high adaptability， and greenness”， proposing new development directions for epoxy-based engineering materials. Finally， it sorts out the product standards， performance testing methods， and engineering application standards of epoxy-based engineering materials， and looks forward to their future research and application development prospects， and puts forward several suggestions in combination with new engineering demands.
Epoxy resin is an important type of thermosetting resin， featuring excellent mechanical， adhesive， corrosion resistance， crack resistance， and fatigue resistance properties， and is widely used in engineering. Regarding the development， research， and application of epoxy-based engineering materials， this paper first summarizes its three-stage development process， then elaborates on the curing reaction mechanism and key performance control techniques of epoxy materials， and proposes solutions to the common brittleness problems. It classifies the materials based on their working state and functions during construction. It also provides a detailed introduction to various commonly used epoxy-based engineering materials in current engineering， analyzes the current research deficiencies and technical bottlenecks， and focuses on the new trends and demands of “high reinforcement， functionalization， high adaptability， and greenness”， proposing new development directions for epoxy-based engineering materials. Finally， it sorts out the product standards， performance testing methods， and engineering application standards of epoxy-based engineering materials， and looks forward to their future research and application development prospects， and puts forward several suggestions in combination with new engineering demands.
2026, 56(1): 168-175.
doi: 10.3724/j.gyjzG25042104
Abstract:
Through fiber toughening composite technology， a fiber-reinforced geopolymer composite with quasi-strain-hardening characteristics was designed and prepared， effectively addressing the shortcomings of traditional geopolymers such as poor toughness and crack sensitivity. First， the initial mix proportion design of the composite was proposed through orthogonal experiments， followed by single-factor experimental studies. The optimal mix ratio was determined based on test results including rheological properties， compressive strength， flexural strength， X-ray diffraction （XRD）， and scanning electron microscopy （SEM）. Finally， direct tensile tests and four-point bending tests were conducted to investigate its tensile behavior. The results demonstrated that under alkali activation， silicon-aluminum substances in the matrix gradually dissolved and condensed into a —Si—O—Al— network structure. The formation of C-S-H and N-A-S-H gels within the material contributed to its strength. When the water-to-binder ratio was 0.5， fiber dosage was 2%， sodium silicate modulus was 1.2， and alkali activator content was 20%， the composite exhibited excellent mechanical properties （28-day compressive strength： 46.25 MPa， flexural strength： 7.70 MPa， tensile strain： 3%， and bending strength： 13.3 MPa）. During tensile testing， multiple fine cracks appeared on the specimen surface， and the stress-strain curve displayed distinct quasi-strain-hardening characteristics.
Through fiber toughening composite technology， a fiber-reinforced geopolymer composite with quasi-strain-hardening characteristics was designed and prepared， effectively addressing the shortcomings of traditional geopolymers such as poor toughness and crack sensitivity. First， the initial mix proportion design of the composite was proposed through orthogonal experiments， followed by single-factor experimental studies. The optimal mix ratio was determined based on test results including rheological properties， compressive strength， flexural strength， X-ray diffraction （XRD）， and scanning electron microscopy （SEM）. Finally， direct tensile tests and four-point bending tests were conducted to investigate its tensile behavior. The results demonstrated that under alkali activation， silicon-aluminum substances in the matrix gradually dissolved and condensed into a —Si—O—Al— network structure. The formation of C-S-H and N-A-S-H gels within the material contributed to its strength. When the water-to-binder ratio was 0.5， fiber dosage was 2%， sodium silicate modulus was 1.2， and alkali activator content was 20%， the composite exhibited excellent mechanical properties （28-day compressive strength： 46.25 MPa， flexural strength： 7.70 MPa， tensile strain： 3%， and bending strength： 13.3 MPa）. During tensile testing， multiple fine cracks appeared on the specimen surface， and the stress-strain curve displayed distinct quasi-strain-hardening characteristics.
2026, 56(1): 176-184.
doi: 10.3724/j.gyjzG26010509
Abstract:
Prefabricated steel structures have been widely employed due to their easy assembly. However， traditional welding processes suffer from low accuracy， limited automation， and significant dependence on manual operation， which hinder the intelligent and efficient development of prefabricated buildings. To address these challenges， this paper proposes an intelligent dynamic welding method for prefabricated steel reinforced concrete （SRC） structures based on high-precision three-dimensional laser guidance. This method enhances welding accuracy， minimizes manual errors， and enables intelligent control of the welding process. It utilizes high-precision 3D laser scanning to capture the spatial characteristics of the welding area， automatically identifying weld positions and shapes through point cloud data processing and intelligent recognition algorithms. The system then precisely plans the welding trajectory. By integrating robotic vision guidance and adaptive control algorithms， it dynamically adjusts welding parameters in real time to accommodate variations in weld gaps， component tolerances， and environmental conditions， thereby improving welding accuracy and consistency. Additionally， a deep learning model is incorporated to intelligently monitor and detect welding defects， enabling real-time evaluation and optimization through weld formation quality analysis and defect recognition. To validate the proposed method， a high-precision 3D laser scanning and intelligent welding experimental platform was developed， and welding accuracy， efficiency， and quality were tested under various conditions. Experimental results demonstrated that this method significantly improved weld positioning accuracy， reduced deformation， enhanced welding strength and consistency， and lowered both construction costs and manual intervention. Compared to traditional welding techniques， the proposed method offers greater intelligence and superior engineering applicability， providing an efficient and reliable welding solution for the intelligent construction of prefabricated SRC structures.
Prefabricated steel structures have been widely employed due to their easy assembly. However， traditional welding processes suffer from low accuracy， limited automation， and significant dependence on manual operation， which hinder the intelligent and efficient development of prefabricated buildings. To address these challenges， this paper proposes an intelligent dynamic welding method for prefabricated steel reinforced concrete （SRC） structures based on high-precision three-dimensional laser guidance. This method enhances welding accuracy， minimizes manual errors， and enables intelligent control of the welding process. It utilizes high-precision 3D laser scanning to capture the spatial characteristics of the welding area， automatically identifying weld positions and shapes through point cloud data processing and intelligent recognition algorithms. The system then precisely plans the welding trajectory. By integrating robotic vision guidance and adaptive control algorithms， it dynamically adjusts welding parameters in real time to accommodate variations in weld gaps， component tolerances， and environmental conditions， thereby improving welding accuracy and consistency. Additionally， a deep learning model is incorporated to intelligently monitor and detect welding defects， enabling real-time evaluation and optimization through weld formation quality analysis and defect recognition. To validate the proposed method， a high-precision 3D laser scanning and intelligent welding experimental platform was developed， and welding accuracy， efficiency， and quality were tested under various conditions. Experimental results demonstrated that this method significantly improved weld positioning accuracy， reduced deformation， enhanced welding strength and consistency， and lowered both construction costs and manual intervention. Compared to traditional welding techniques， the proposed method offers greater intelligence and superior engineering applicability， providing an efficient and reliable welding solution for the intelligent construction of prefabricated SRC structures.
2026, 56(1): 185-194.
doi: 10.3724/j.gyjzG25091602
Abstract:
Prefabricated steel structures are widely used in modern construction for their efficiency and environmental benefits. However， during the assembly process， factors such as manufacturing errors， deformations during transportation， and on-site assembly inaccuracies can reduce assembly precision， affecting the structure’s stability and safety. Traditional construction control methods rely on manual measurements and empirical judgments， which are insufficient for achieving high-precision and high-efficiency construction. To address these challenges， first， high-precision 3D scanning technology was employed to accurately measure prefabricated steel components， capturing their shape and deviation data for comparison and analysis against the design model. Next， by integrating Building Information Modeling （BIM）， a digital construction control system was established to assess assembly errors and improve installation accuracy through optimization and adjustment strategies. Additionally， an error compensation algorithm was introduced to adjust component positioning and correct deviations based on working conditions， ensuring alignment during assembly. Finally， a digital monitoring platform enabl real-time tracking of the construction process， optimization of control strategies， and enhancement of construction quality and efficiency. Experimental studies and engineering applications demonstrate that this technology improves the assembly accuracy of prefabricated steel structures， mitigates the impact of error accumulation on overall structural performance， enhances construction efficiency， and reduces costs.
Prefabricated steel structures are widely used in modern construction for their efficiency and environmental benefits. However， during the assembly process， factors such as manufacturing errors， deformations during transportation， and on-site assembly inaccuracies can reduce assembly precision， affecting the structure’s stability and safety. Traditional construction control methods rely on manual measurements and empirical judgments， which are insufficient for achieving high-precision and high-efficiency construction. To address these challenges， first， high-precision 3D scanning technology was employed to accurately measure prefabricated steel components， capturing their shape and deviation data for comparison and analysis against the design model. Next， by integrating Building Information Modeling （BIM）， a digital construction control system was established to assess assembly errors and improve installation accuracy through optimization and adjustment strategies. Additionally， an error compensation algorithm was introduced to adjust component positioning and correct deviations based on working conditions， ensuring alignment during assembly. Finally， a digital monitoring platform enabl real-time tracking of the construction process， optimization of control strategies， and enhancement of construction quality and efficiency. Experimental studies and engineering applications demonstrate that this technology improves the assembly accuracy of prefabricated steel structures， mitigates the impact of error accumulation on overall structural performance， enhances construction efficiency， and reduces costs.
2026, 56(1): 195-201.
doi: 10.3724/j.gyjzG25121602
Abstract:
The integration with Building Information Modeling （BIM） technology has emerged as a significant development trend in the field of green building. While a considerable number of studies and applications have emerged in this interdisciplinary direction， systematic reviews and trend predictions in this field remain relatively scarce. To investigate the research hotspots and developmental trajectories of green building in combination with BIM technology over the past decade， this study analyzed research data from 2015 to 2024 sourced from CNKI core journals. With the aid of the analysis tool Citespace， this study summarized the current state， development stages， hot spots， and future evolutionary trends of the integration of green building and BIM technology. Five research hot spots were identified： green construction， prefabricated construction， architectural design， the whole-life cycle， and building energy efficiency. Furthermore， four core research themes were summarized as smart technology， low-carbon energy efficiency， construction， and management evaluation. Based on the analysis， recommendations were proposed for technical， low-carbon， and construction management systems， aiming to provide systematic knowledge mapping reference and practical pathway insights for in-depth research in this field.
The integration with Building Information Modeling （BIM） technology has emerged as a significant development trend in the field of green building. While a considerable number of studies and applications have emerged in this interdisciplinary direction， systematic reviews and trend predictions in this field remain relatively scarce. To investigate the research hotspots and developmental trajectories of green building in combination with BIM technology over the past decade， this study analyzed research data from 2015 to 2024 sourced from CNKI core journals. With the aid of the analysis tool Citespace， this study summarized the current state， development stages， hot spots， and future evolutionary trends of the integration of green building and BIM technology. Five research hot spots were identified： green construction， prefabricated construction， architectural design， the whole-life cycle， and building energy efficiency. Furthermore， four core research themes were summarized as smart technology， low-carbon energy efficiency， construction， and management evaluation. Based on the analysis， recommendations were proposed for technical， low-carbon， and construction management systems， aiming to provide systematic knowledge mapping reference and practical pathway insights for in-depth research in this field.
