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2026 Vol. 56, No. 9
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2026, 56(9): 1-10.
doi: 10.3724/j.gyjzG25123101
Abstract:
China has not yet established dedicated seismic design standards for research reactors. While conventional industrial and civil building codes fail to account for the radiological characteristics of nuclear facilities， adopting seismic design standards for nuclear power plants would be overly conservative. This paper systematically examines the latest U.S. standard Seismic Design Criteria for Structures， Systems， and Components in Nuclear Facilities（ASCE 43-19）， and integrates it with China’s Seismic Design Standard for Nuclear Power Plants（GB 500267-2019） and Code for Seismic Design of Buildings （GB/T 50011-2010）to propose a risk-informed， performance-based seismic design methodology for nuclear facilities. For the seismic design of TMSR-LF1 building in Wuwei， Gansu Province， considering factors including safety functions， radiological risks， owner requirements， structural characteristics， and cost-effectiveness， this study establishes the design basis ground motion and defines performance objectives for both the overall structure and different components under the specified levels of frequent earthquakes （service-level）， design basis earthquakes， and rare（maximum considered） earthquakes to meet these performance requirements. The risk-categorized， performance-based design method proposed in this paper for the TMSR-LF1 project achieves both precision and cost-effectiveness in research reactor seismic design. This methodology can be extended to other nuclear research and test facilities.
China has not yet established dedicated seismic design standards for research reactors. While conventional industrial and civil building codes fail to account for the radiological characteristics of nuclear facilities， adopting seismic design standards for nuclear power plants would be overly conservative. This paper systematically examines the latest U.S. standard Seismic Design Criteria for Structures， Systems， and Components in Nuclear Facilities（ASCE 43-19）， and integrates it with China’s Seismic Design Standard for Nuclear Power Plants（GB 500267-2019） and Code for Seismic Design of Buildings （GB/T 50011-2010）to propose a risk-informed， performance-based seismic design methodology for nuclear facilities. For the seismic design of TMSR-LF1 building in Wuwei， Gansu Province， considering factors including safety functions， radiological risks， owner requirements， structural characteristics， and cost-effectiveness， this study establishes the design basis ground motion and defines performance objectives for both the overall structure and different components under the specified levels of frequent earthquakes （service-level）， design basis earthquakes， and rare（maximum considered） earthquakes to meet these performance requirements. The risk-categorized， performance-based design method proposed in this paper for the TMSR-LF1 project achieves both precision and cost-effectiveness in research reactor seismic design. This methodology can be extended to other nuclear research and test facilities.
2026, 56(9): 11-17.
doi: 10.3724/j.gyjzG25123003
Abstract:
During the operation of nuclear power plants， vibration from equipment and pipelines readily induces building structure vibration and noise radiation， particularly in the low-frequency range， which poses significant impacts on personnel health and equipment safety. Therefore， developing a novel vibration and noise reduction method that meets both safety requirements and spatial constraints is of great importance. Leveraging the advantages of acoustic metamaterials in low-frequency wave manipulation， a composite metastructure capable of simultaneously suppressing both airborne and structure-borne sound was proposed. Using a combined approach of numerical simulation and scale-model testing， the effects of two installation methods—rigid connection and elastic connection—on noise reduction performance were systematically investigated， and key structural parameters were optimized. Simulation results indicated that rubber pads with a Shore hardness of 40 were more suitable for low-frequency noise control in the main control room， which guided the subsequent experimental design. Test results demonstrated that the metastructure provided effective noise reduction in the 150-315 Hz low-frequency band， with a reduction of 8.5 dB for the elastic connection and 5.9 dB for the rigid connection， indicating the superior performance of the elastic connection. Acoustic metamaterial structures show significant promise for low-frequency noise control in nuclear power plants， where the elastic connection method can more effectively enhance noise reduction.
During the operation of nuclear power plants， vibration from equipment and pipelines readily induces building structure vibration and noise radiation， particularly in the low-frequency range， which poses significant impacts on personnel health and equipment safety. Therefore， developing a novel vibration and noise reduction method that meets both safety requirements and spatial constraints is of great importance. Leveraging the advantages of acoustic metamaterials in low-frequency wave manipulation， a composite metastructure capable of simultaneously suppressing both airborne and structure-borne sound was proposed. Using a combined approach of numerical simulation and scale-model testing， the effects of two installation methods—rigid connection and elastic connection—on noise reduction performance were systematically investigated， and key structural parameters were optimized. Simulation results indicated that rubber pads with a Shore hardness of 40 were more suitable for low-frequency noise control in the main control room， which guided the subsequent experimental design. Test results demonstrated that the metastructure provided effective noise reduction in the 150-315 Hz low-frequency band， with a reduction of 8.5 dB for the elastic connection and 5.9 dB for the rigid connection， indicating the superior performance of the elastic connection. Acoustic metamaterial structures show significant promise for low-frequency noise control in nuclear power plants， where the elastic connection method can more effectively enhance noise reduction.
2026, 56(9): 18-25.
doi: 10.3724/j.gyjzG25122504
Abstract:
In order to investigate the effect of adjusting the layered pouring height of the inner containment cylinder concrete on the stress state of the steel liner， a scaled experimental model of the containment cylinder segment was designed and finite element analysis was conducted. Based on the numerical results， stress-monitoring devices were arranged on the steel liner， and optimization tests on the layered pouring height of the inner containment concrete were carried out. The results showed that the concrete lateral pressure， tie-rod axial force， out-of-plane displacement of the steel liner plate， and liner strain increased in a stepwise manner with the rise of pouring height and stabilized after completion， indicating a distinct cumulative effect of layered pouring. The measured values of concrete lateral pressure， tie-rod axial force， and liner displacement were all lower than the numerical predictions. The measured strains of the steel liner were in good agreement with the numerical results， and all monitoring points remained in the elastic stage without any sign of plastic development. Under the condition of a single 4.2 m pouring height， the lateral pressure， deformation， and stress state of the steel liner were all within controllable limits， ensuring structural stability and construction safety.
In order to investigate the effect of adjusting the layered pouring height of the inner containment cylinder concrete on the stress state of the steel liner， a scaled experimental model of the containment cylinder segment was designed and finite element analysis was conducted. Based on the numerical results， stress-monitoring devices were arranged on the steel liner， and optimization tests on the layered pouring height of the inner containment concrete were carried out. The results showed that the concrete lateral pressure， tie-rod axial force， out-of-plane displacement of the steel liner plate， and liner strain increased in a stepwise manner with the rise of pouring height and stabilized after completion， indicating a distinct cumulative effect of layered pouring. The measured values of concrete lateral pressure， tie-rod axial force， and liner displacement were all lower than the numerical predictions. The measured strains of the steel liner were in good agreement with the numerical results， and all monitoring points remained in the elastic stage without any sign of plastic development. Under the condition of a single 4.2 m pouring height， the lateral pressure， deformation， and stress state of the steel liner were all within controllable limits， ensuring structural stability and construction safety.
2026, 56(9): 26-39.
doi: 10.3724/j.gyjzG25042803
Abstract:
This study investigates the impact effects of main steam pipe whip on the half steel plate-reinforced wall of a nuclear power plant through a series of impact tests. The damage mechanisms and failure modes of the high-strength concrete （HSC） plates were analyzed in detail. Simulation analysis using LS-DYNA was conducted， and the simulation model was validated against the experimental results. A full-scale， refined simulation model for high-energy pipeline impact on the steel plate-reinforced wall of a nuclear power plant was established using the validated simulation parameters. The simulation explored the effects of various wall design parameters and impact conditions on wall damage. The results indicated that the pipeline projectile impact test effectively revealed the damage and failure characteristics of the HSC plate， providing valuable static and time-history response data. Finite element analysis accurately predicted the experimental outcomes. In the full-scale model， the impact resistance of the steel plate-reinforced wall was superior. The impact force and wall damage were further reduced when the studs and steel mesh were welded. An increase in speed and target impact angle resulted in a gradual increase in the penetration depth of the pipe into the wall. Within the pipeline whipping parameters defined in this study， the maximum penetration depth of the wall structure was 0.42 m， with no occurrence of penetration failure.
This study investigates the impact effects of main steam pipe whip on the half steel plate-reinforced wall of a nuclear power plant through a series of impact tests. The damage mechanisms and failure modes of the high-strength concrete （HSC） plates were analyzed in detail. Simulation analysis using LS-DYNA was conducted， and the simulation model was validated against the experimental results. A full-scale， refined simulation model for high-energy pipeline impact on the steel plate-reinforced wall of a nuclear power plant was established using the validated simulation parameters. The simulation explored the effects of various wall design parameters and impact conditions on wall damage. The results indicated that the pipeline projectile impact test effectively revealed the damage and failure characteristics of the HSC plate， providing valuable static and time-history response data. Finite element analysis accurately predicted the experimental outcomes. In the full-scale model， the impact resistance of the steel plate-reinforced wall was superior. The impact force and wall damage were further reduced when the studs and steel mesh were welded. An increase in speed and target impact angle resulted in a gradual increase in the penetration depth of the pipe into the wall. Within the pipeline whipping parameters defined in this study， the maximum penetration depth of the wall structure was 0.42 m， with no occurrence of penetration failure.
2026, 56(9): 40-48.
doi: 10.3724/j.gyjzG26061802
Abstract:
Currently， suitable bedrock sites are becoming increasingly scarce， and the development of nuclear engineering has been constrained by site selection. The transition from bedrock sites to complex non-bedrock sites has become a prevailing trend in the field. To ensure the sustainable development of nuclear engineering， numerous theoretical and technical challenges in soil-structure dynamic interaction within complex heterogeneous non-layered foundations must be addressed. One of the core challenges is the seismic wave input.The classical seismic wave input method requires the incident free-field waves at the bottom boundary， combining upward and downward wave propagation. This approach is applicable to homogeneous layered foundations but struggles to address seismic input challenges in complex heterogeneous non-layered foundations. To tackle the difficulty in determining downgoing waves in heterogeneous non-layered foundations， an improved dynamic artificial boundary combined with an upgoing-wave input method is adopted. The classical viscoelastic artificial boundary and the corresponding seismic input scheme are further developed， and an analytical method for soil-structure dynamic interaction in non-horizontally layered foundations is proposed. When the upgoing wave is used as the input at the bottom boundary instead of the free-field input for external source problems （e.g.， earthquakes）， the model does not suffer from low-frequency instability； it is recommended to use the viscous boundary for computation， which can yield accurate solutions. For internal source problems in which low-frequency instability occurs， it is recommended to conduct sensitivity analyses to determine a reasonable scattering radius.
Currently， suitable bedrock sites are becoming increasingly scarce， and the development of nuclear engineering has been constrained by site selection. The transition from bedrock sites to complex non-bedrock sites has become a prevailing trend in the field. To ensure the sustainable development of nuclear engineering， numerous theoretical and technical challenges in soil-structure dynamic interaction within complex heterogeneous non-layered foundations must be addressed. One of the core challenges is the seismic wave input.The classical seismic wave input method requires the incident free-field waves at the bottom boundary， combining upward and downward wave propagation. This approach is applicable to homogeneous layered foundations but struggles to address seismic input challenges in complex heterogeneous non-layered foundations. To tackle the difficulty in determining downgoing waves in heterogeneous non-layered foundations， an improved dynamic artificial boundary combined with an upgoing-wave input method is adopted. The classical viscoelastic artificial boundary and the corresponding seismic input scheme are further developed， and an analytical method for soil-structure dynamic interaction in non-horizontally layered foundations is proposed. When the upgoing wave is used as the input at the bottom boundary instead of the free-field input for external source problems （e.g.， earthquakes）， the model does not suffer from low-frequency instability； it is recommended to use the viscous boundary for computation， which can yield accurate solutions. For internal source problems in which low-frequency instability occurs， it is recommended to conduct sensitivity analyses to determine a reasonable scattering radius.
2026, 56(9): 49-55.
doi: 10.3724/j.gyjzG26062303
Abstract:
Existing studies on pile response in saturated sites mostly neglect the real-time degradation of soil modulus with pore pressure accumulation， making it difficult to accurately capture the nonlinear variations in the pile-soil system during earthquakes. To address this， a modified Finn model incorporating the dynamic degradation of modulus was introduced， and a three-dimensional numerical model of pile-soil interaction in saturated sand was developed. Validated against shaking table test results， the model was used to systematically analyze the effects of pile diameter， pile spacing， and pile length on the acceleration response spectra of piles. The results showed that the acceleration response spectrum at the pile tip exhibited a bimodal pattern， whereas that at the pile head displayed a unimodal pattern， with the spectral peak value gradually increasing along the pile height. The response spectrum value of corner piles was approximately 25% higher than that of center piles. Increasing the pile diameter and pile length shifted the main peak of the response spectrum toward higher frequencies and significantly reduced the spectral values in the low-frequency range （2-3 Hz）， with reductions of 40%-72%， thereby effectively suppressing the risk of low-frequency resonance in the foundation. Compared with pile diameter， pile length and pile spacing exerted relatively smaller influences on the acceleration response spectrum.
Existing studies on pile response in saturated sites mostly neglect the real-time degradation of soil modulus with pore pressure accumulation， making it difficult to accurately capture the nonlinear variations in the pile-soil system during earthquakes. To address this， a modified Finn model incorporating the dynamic degradation of modulus was introduced， and a three-dimensional numerical model of pile-soil interaction in saturated sand was developed. Validated against shaking table test results， the model was used to systematically analyze the effects of pile diameter， pile spacing， and pile length on the acceleration response spectra of piles. The results showed that the acceleration response spectrum at the pile tip exhibited a bimodal pattern， whereas that at the pile head displayed a unimodal pattern， with the spectral peak value gradually increasing along the pile height. The response spectrum value of corner piles was approximately 25% higher than that of center piles. Increasing the pile diameter and pile length shifted the main peak of the response spectrum toward higher frequencies and significantly reduced the spectral values in the low-frequency range （2-3 Hz）， with reductions of 40%-72%， thereby effectively suppressing the risk of low-frequency resonance in the foundation. Compared with pile diameter， pile length and pile spacing exerted relatively smaller influences on the acceleration response spectrum.
2026, 56(9): 56-63.
doi: 10.3724/j.gyjzG25060504
Abstract:
Emergency evacuation in historical districts faces three major challenges： spatial complexity， population diversity， and cultural sensitivity. There also exists a contradiction between cultural heritage preservation and evacuation safety. This paper systematically reviews Chinese and international research progress on emergency evacuation in historical districts， and conducts research and discussion from three perspectives： evacuation behavior， evacuation capacity， and evacuation planning. The results show that existing findings cover evacuation models， behavior analysis， technology application， planning strategies and other aspects， yet deficiencies still remain， including theoretical incompatibility， oversimplified modeling of heterogeneous behaviors among different populations， and insufficient cross-disciplinary integration. Accordingly， two optimization approaches are proposed： establishing an adaptive evacuation system for cultural heritage preservation and promoting the application of intelligent technologies. Taking the Dashilan Historical District in Beijing as an example， this paper analyzes the physical emergency space and social behaviors of the district， and puts forward adaptive optimization strategies for the evacuation space. With AnyLogic simulation software， hierarchical agent modeling is adopted to compare and verify behavioral differences between residents and tourists， so as to explore optimization strategies for emergency evacuation systems in historical districts based on cultural heritage preservation.
Emergency evacuation in historical districts faces three major challenges： spatial complexity， population diversity， and cultural sensitivity. There also exists a contradiction between cultural heritage preservation and evacuation safety. This paper systematically reviews Chinese and international research progress on emergency evacuation in historical districts， and conducts research and discussion from three perspectives： evacuation behavior， evacuation capacity， and evacuation planning. The results show that existing findings cover evacuation models， behavior analysis， technology application， planning strategies and other aspects， yet deficiencies still remain， including theoretical incompatibility， oversimplified modeling of heterogeneous behaviors among different populations， and insufficient cross-disciplinary integration. Accordingly， two optimization approaches are proposed： establishing an adaptive evacuation system for cultural heritage preservation and promoting the application of intelligent technologies. Taking the Dashilan Historical District in Beijing as an example， this paper analyzes the physical emergency space and social behaviors of the district， and puts forward adaptive optimization strategies for the evacuation space. With AnyLogic simulation software， hierarchical agent modeling is adopted to compare and verify behavioral differences between residents and tourists， so as to explore optimization strategies for emergency evacuation systems in historical districts based on cultural heritage preservation.
2026, 56(9): 64-72.
doi: 10.3724/j.gyjzG24121803
Abstract:
The diverse natural geography， human environment， and ethnic composition along the Yunnan-Tibet Tea-Horse Road have collectively fostered numerous distinctive traditional settlements. From the perspective of territorial cultural landscapes， this study re-examines the integration of tangible and intangible aspects in their formation. It proposes a framework of landscape elements structured around four dimensions： “heaven forms its potential”， “earth shows its posture”， “man gives its meaning”， and “spirit inspires its thinking”. Through a narrative that interweaves culture and landscape， and supported by a detailed case study of Nuodeng Ancient Village， this research identifies the key characteristics of these territorial cultural landscapes. Furthermore， it analyzes the mechanisms through which the natural environment， trade， ethnic cultures， and diverse religions influence and interact with these settlements. Based on these findings， this study proposes conservation guidelines for traditional settlements along the Tea-Horse Road， thereby expanding the perspectives and pathways for safeguarding these historic communities.
The diverse natural geography， human environment， and ethnic composition along the Yunnan-Tibet Tea-Horse Road have collectively fostered numerous distinctive traditional settlements. From the perspective of territorial cultural landscapes， this study re-examines the integration of tangible and intangible aspects in their formation. It proposes a framework of landscape elements structured around four dimensions： “heaven forms its potential”， “earth shows its posture”， “man gives its meaning”， and “spirit inspires its thinking”. Through a narrative that interweaves culture and landscape， and supported by a detailed case study of Nuodeng Ancient Village， this research identifies the key characteristics of these territorial cultural landscapes. Furthermore， it analyzes the mechanisms through which the natural environment， trade， ethnic cultures， and diverse religions influence and interact with these settlements. Based on these findings， this study proposes conservation guidelines for traditional settlements along the Tea-Horse Road， thereby expanding the perspectives and pathways for safeguarding these historic communities.
2026, 56(9): 73-84.
doi: 10.3724/j.gyjzG25060613
Abstract:
Building energy consumption prediction plays a critical role in improving energy efficiency and reducing operational costs. Effectively integrating multi-source heterogeneous data and leveraging deep learning techniques to develop accurate and reliable prediction models is of significant importance. This study employed a two-stage feature selection method based on the maximum information coefficient and Granger causality test to optimize the feature set for building energy consumption prediction. Subsequently， four hybrid deep learning models were constructed by combining temporal convolutional network （TCN）， gated recurrent unit （GRU）， and attention mechanism （Attention） in different architectures： TCN-GRU， TCN-Attention， GRU-Attention， and TCN-GRU-Attention. The performance of these models was then comparatively analyzed from both architectural and data-scale perspectives using multi-source dynamic datasets from five categories of buildings. The results demonstrated that the TCN-GRU hybrid model achieved the best overall performance， with prediction errors lower than all baseline models， validating the complementary strengths of TCN in capturing local temporal features and GRU in learning long-term dependencies. Additionally， experiments revealed that， compared to hybrid models， the TCN/GRU models exhibited more robust performance improvements as data volume increased.
Building energy consumption prediction plays a critical role in improving energy efficiency and reducing operational costs. Effectively integrating multi-source heterogeneous data and leveraging deep learning techniques to develop accurate and reliable prediction models is of significant importance. This study employed a two-stage feature selection method based on the maximum information coefficient and Granger causality test to optimize the feature set for building energy consumption prediction. Subsequently， four hybrid deep learning models were constructed by combining temporal convolutional network （TCN）， gated recurrent unit （GRU）， and attention mechanism （Attention） in different architectures： TCN-GRU， TCN-Attention， GRU-Attention， and TCN-GRU-Attention. The performance of these models was then comparatively analyzed from both architectural and data-scale perspectives using multi-source dynamic datasets from five categories of buildings. The results demonstrated that the TCN-GRU hybrid model achieved the best overall performance， with prediction errors lower than all baseline models， validating the complementary strengths of TCN in capturing local temporal features and GRU in learning long-term dependencies. Additionally， experiments revealed that， compared to hybrid models， the TCN/GRU models exhibited more robust performance improvements as data volume increased.
2026, 56(9): 85-95.
doi: 10.3724/j.gyjzG25080701
Abstract:
This study utilizes Swire simulation technology to conduct a building performance evaluation and green retrofit optimization for the library building at the Deyang Campus of Sichuan Nursing Vocational College. Addressing identified issues in the existing structure， including inadequate daylighting， excessive noise levels， high energy consumption， and significant carbon emissions， a systematic retrofit strategy was developed. Key interventions encompassed： significantly improving daylight factor compliance through the installation of a light-guiding system， replacement with high-performance glazing， and optimization of interior surface reflectance ratios； effectively controlling indoor noise levels via sound barriers， upgraded external window assemblies， and strategic placement of acoustic absorptive materials； enhancing the thermal performance of the building envelope by applying thermal insulation layers to external walls and the roof； and reducing operational energy consumption through the integration of solar photovoltaic systems， rainwater harvesting， and natural ventilation strategies. Post-retrofit， the building demonstrated marked improvements in daylighting， acoustic insulation， thermal performance， and energy efficiency. A substantial reduction in lifecycle carbon emissions was also achieved. This project provides a reference for optimizing the green performance of similar public campus buildings.
This study utilizes Swire simulation technology to conduct a building performance evaluation and green retrofit optimization for the library building at the Deyang Campus of Sichuan Nursing Vocational College. Addressing identified issues in the existing structure， including inadequate daylighting， excessive noise levels， high energy consumption， and significant carbon emissions， a systematic retrofit strategy was developed. Key interventions encompassed： significantly improving daylight factor compliance through the installation of a light-guiding system， replacement with high-performance glazing， and optimization of interior surface reflectance ratios； effectively controlling indoor noise levels via sound barriers， upgraded external window assemblies， and strategic placement of acoustic absorptive materials； enhancing the thermal performance of the building envelope by applying thermal insulation layers to external walls and the roof； and reducing operational energy consumption through the integration of solar photovoltaic systems， rainwater harvesting， and natural ventilation strategies. Post-retrofit， the building demonstrated marked improvements in daylighting， acoustic insulation， thermal performance， and energy efficiency. A substantial reduction in lifecycle carbon emissions was also achieved. This project provides a reference for optimizing the green performance of similar public campus buildings.
2026, 56(9): 96-107.
doi: 10.3724/j.gyjzG25062507
Abstract:
In the context of urban renewal， heritage conservation in old industrial areas tends towards formalization in a collage style， while ecological restoration often contradicts historical preservation， and the synergy between functional repair and cultural collage remains insufficient. This paper focuses on collage city theory and the practice paradigm of “urban renewal and ecological restoration”. Through empirical analysis of a case study， it explores the synergy mechanism between these two approaches in the heritage renewal of old industrial areas， and constructs an integrated path of “layer restoration” from the ecological， functional， and cultural dimensions. This study shows that the collage strategy can effectively enhance the explicit expression of historical layers， while the “urban renewal and ecological restoration” path provides institutional support for systematic governance. The three dimensions support each other， avoiding the limitations of monolithic renovation. Finally， based on an analysis of the current situation of the West Industrial Area of the 8th Division of the Xinjiang Production and Construction Corps， this path is applied to optimize the renewal and sustainable development of industrial heritage culture， thereby providing a reference for the heritage renewal of old industrial areas.
In the context of urban renewal， heritage conservation in old industrial areas tends towards formalization in a collage style， while ecological restoration often contradicts historical preservation， and the synergy between functional repair and cultural collage remains insufficient. This paper focuses on collage city theory and the practice paradigm of “urban renewal and ecological restoration”. Through empirical analysis of a case study， it explores the synergy mechanism between these two approaches in the heritage renewal of old industrial areas， and constructs an integrated path of “layer restoration” from the ecological， functional， and cultural dimensions. This study shows that the collage strategy can effectively enhance the explicit expression of historical layers， while the “urban renewal and ecological restoration” path provides institutional support for systematic governance. The three dimensions support each other， avoiding the limitations of monolithic renovation. Finally， based on an analysis of the current situation of the West Industrial Area of the 8th Division of the Xinjiang Production and Construction Corps， this path is applied to optimize the renewal and sustainable development of industrial heritage culture， thereby providing a reference for the heritage renewal of old industrial areas.
2026, 56(9): 108-119.
doi: 10.3724/j.gyjzG26041302
Abstract:
Architecture is a temporal sedimentation of human activities and a material vessel for preserving memory. Based on multi-perspective interpretations of memory and established practices in industrial heritage renovation， this paper begins with the relationship between memory and architectural ontology， and examines the characteristics and values of memory as the spiritual core of such renovation. Through the analysis of representative cases in terms of space， structure， and order， this study extracts design strategies for memory-preserving industrial heritage renovation.
Architecture is a temporal sedimentation of human activities and a material vessel for preserving memory. Based on multi-perspective interpretations of memory and established practices in industrial heritage renovation， this paper begins with the relationship between memory and architectural ontology， and examines the characteristics and values of memory as the spiritual core of such renovation. Through the analysis of representative cases in terms of space， structure， and order， this study extracts design strategies for memory-preserving industrial heritage renovation.
2026, 56(9): 120-131.
doi: 10.3724/j.gyjzG25072301
Abstract:
Amid the continuing advancement of urban regeneration， Xi’an， a representative old industrial city， faces a pressing need to reactivate a large stock of industrial heritage. Because renewal resources are limited and redevelopment cycles are long， simultaneous large-scale transformation is often impractical. Therefore， it is necessary to identify key nodes characterized by high public attention and strong spatial catalytic potential， and to establish a phased development sequence. Taking the Xi’an Baqiao Thermal Power Plant as a case study， this study develops a multidimensional perception-data framework for the adaptive reuse of industrial heritage as cultural exhibition-oriented public space. First， based on User-Generated Content （UGC）， this study extracts spatial nodes， behavioral characteristics， and emotional experiences from public discourse. Second， a virtual-reality eye-tracking experiment is conducted to record time to first fixation， first fixation duration， total fixation duration， average fixation duration， and fixation count， and to assess visual attraction and attention allocation across architectural nodes. Third， post-experiment and on-site questionnaires are combined to confirm public preferences in terms of spatial attraction， historical memory， emotional memory， visual aesthetics， visitor recognition， and reuse value. The results show that Boiler House Section a performs strongly across semantic salience， visual attention， and subjective evaluation， indicating that it can serve as the core node for priority activation. The chimney and related elements exhibit strong place identity and emotional attachment， and can serve as subsequent coordinated renewal targets. Through cross-validation of the three types of perceptual data， this study establishes a progressive method for identifying development sequencing， advancing from public-cognition focus to visual-attention verification and subjective-preference confirmation.
Amid the continuing advancement of urban regeneration， Xi’an， a representative old industrial city， faces a pressing need to reactivate a large stock of industrial heritage. Because renewal resources are limited and redevelopment cycles are long， simultaneous large-scale transformation is often impractical. Therefore， it is necessary to identify key nodes characterized by high public attention and strong spatial catalytic potential， and to establish a phased development sequence. Taking the Xi’an Baqiao Thermal Power Plant as a case study， this study develops a multidimensional perception-data framework for the adaptive reuse of industrial heritage as cultural exhibition-oriented public space. First， based on User-Generated Content （UGC）， this study extracts spatial nodes， behavioral characteristics， and emotional experiences from public discourse. Second， a virtual-reality eye-tracking experiment is conducted to record time to first fixation， first fixation duration， total fixation duration， average fixation duration， and fixation count， and to assess visual attraction and attention allocation across architectural nodes. Third， post-experiment and on-site questionnaires are combined to confirm public preferences in terms of spatial attraction， historical memory， emotional memory， visual aesthetics， visitor recognition， and reuse value. The results show that Boiler House Section a performs strongly across semantic salience， visual attention， and subjective evaluation， indicating that it can serve as the core node for priority activation. The chimney and related elements exhibit strong place identity and emotional attachment， and can serve as subsequent coordinated renewal targets. Through cross-validation of the three types of perceptual data， this study establishes a progressive method for identifying development sequencing， advancing from public-cognition focus to visual-attention verification and subjective-preference confirmation.
2026, 56(9): 132-141.
doi: 10.3724/j.gyjzG25041703
Abstract:
Variable-stiffness cable-supported grid structures represent an innovative long-span prestressed structural system that differs from traditional cable-supported structures. By continuously changing the composition of the load-bearing compression rings during the construction phase， the overall structural stiffness at different stages can be adjusted， thereby achieving the goal of subjectively modifying the structural stiffness to cope with complex external conditions in design. This study analyzed and investigated the tension-compression balance ring， internal force distribution differences， construction forming process， aiming to obtain the mechanical characteristics and applicability of the structural system. Taking the Guangzhou Station Football Park Stadium as an actual analysis object， the feasibility of this structural form was examined， utilizing a construction technology without temporary supports to achieve the goal of variable stiffness. Furthermore， an analytical study was conducted on the stadium roof structure， covering the simulation of the construction and forming process， modal analysis， shape-finding analysis， nonlinear buckling， and complex joints. The results showed that the variable-stiffness cable-supported structure system not only achieved subjective modification of the structural stiffness under various construction conditions in the design but also met the requirements of the specifications in terms of stress indicators， demonstrating its safety and reliability.
Variable-stiffness cable-supported grid structures represent an innovative long-span prestressed structural system that differs from traditional cable-supported structures. By continuously changing the composition of the load-bearing compression rings during the construction phase， the overall structural stiffness at different stages can be adjusted， thereby achieving the goal of subjectively modifying the structural stiffness to cope with complex external conditions in design. This study analyzed and investigated the tension-compression balance ring， internal force distribution differences， construction forming process， aiming to obtain the mechanical characteristics and applicability of the structural system. Taking the Guangzhou Station Football Park Stadium as an actual analysis object， the feasibility of this structural form was examined， utilizing a construction technology without temporary supports to achieve the goal of variable stiffness. Furthermore， an analytical study was conducted on the stadium roof structure， covering the simulation of the construction and forming process， modal analysis， shape-finding analysis， nonlinear buckling， and complex joints. The results showed that the variable-stiffness cable-supported structure system not only achieved subjective modification of the structural stiffness under various construction conditions in the design but also met the requirements of the specifications in terms of stress indicators， demonstrating its safety and reliability.
2026, 56(9): 142-151.
doi: 10.3724/j.gyjzG26072102
Abstract:
Warehouse buildings are rapidly evolving toward long-span， large-height， and heavy-load structural systems. Their steel lateral-force-resisting systems are confronted with stringent requirements of “large loads， large column spacings， and large story heights” combined with high-intensity seismic fortification （the “Three Larges and One High” scenario）， posing comprehensive challenges to bearing capacity， stiffness， ductility， and material cost. This paper systematically reviews the structural characteristics and mechanical properties of various types of concentrically braced frames and eccentrically braced frames， with a focus on the selection of energy-dissipating components and bracing layout principles. Based on existing research， two types of novel replaceable energy-dissipating beam segments were proposed to provide reference for engineering applications. Further investigations were conducted on the influence of the energy-dissipating beam segment length on the load-bearing and energy-dissipation performance of portal frames， and the differences in energy-dissipation mechanisms between chevron bracing and portal bracing were clarified. To accommodate varying load demands and building specifications， two design strategies—low-bearing-capacity with high-ductility and high-bearing-capacity with low-energy-dissipation—were proposed to meet differentiated requirements. In addition， the lateral performance of truss girders and solid-web girders within the portal bracing system was compared and analyzed， revealing the underlying mechanism by which solid-web girders exhibit superior energy-dissipation performance over truss girders.
Warehouse buildings are rapidly evolving toward long-span， large-height， and heavy-load structural systems. Their steel lateral-force-resisting systems are confronted with stringent requirements of “large loads， large column spacings， and large story heights” combined with high-intensity seismic fortification （the “Three Larges and One High” scenario）， posing comprehensive challenges to bearing capacity， stiffness， ductility， and material cost. This paper systematically reviews the structural characteristics and mechanical properties of various types of concentrically braced frames and eccentrically braced frames， with a focus on the selection of energy-dissipating components and bracing layout principles. Based on existing research， two types of novel replaceable energy-dissipating beam segments were proposed to provide reference for engineering applications. Further investigations were conducted on the influence of the energy-dissipating beam segment length on the load-bearing and energy-dissipation performance of portal frames， and the differences in energy-dissipation mechanisms between chevron bracing and portal bracing were clarified. To accommodate varying load demands and building specifications， two design strategies—low-bearing-capacity with high-ductility and high-bearing-capacity with low-energy-dissipation—were proposed to meet differentiated requirements. In addition， the lateral performance of truss girders and solid-web girders within the portal bracing system was compared and analyzed， revealing the underlying mechanism by which solid-web girders exhibit superior energy-dissipation performance over truss girders.
2026, 56(9): 152-164.
doi: 10.3724/j.gyjzG25021208
Abstract:
In order to identify reasonable component combinations and the relationships of factors influenced structure performance， an orthogonal test with nine factors and three levels was designed using SPSS statistical software. This design selected 27 representative coupled steel plate shear wall samples by an orthogonal array. Numerical simulations， namely pushover and quasi-static loading， were carried out for each sample using finite element software. Finally， range and variance analyses were conducted using structural bearing capacity， ductility， energy dissipation， and volume as assessment indicators. The analysis results show that the wallboard aspect ratio and the wall pier width ratio most strongly affect bearing capacity， energy dissipation， and volume. The connection rigidity of the coupling beams and columns primarily affects structural ductility. The design should adhere to the principle of a “strong frame with a weak wallboard”， where coupling beams are rigidly connected with a section modulus not less than that of the beam， ensuring shear deformation is dominant. For preliminary design， it is suggested that the width ratio of the wallboard not exceed 2， and that component sections be designed based on a coupling degree within the range of 0.340 to 0.634. An average coupling degree of 0.51 is recommended to speed up the design process.
In order to identify reasonable component combinations and the relationships of factors influenced structure performance， an orthogonal test with nine factors and three levels was designed using SPSS statistical software. This design selected 27 representative coupled steel plate shear wall samples by an orthogonal array. Numerical simulations， namely pushover and quasi-static loading， were carried out for each sample using finite element software. Finally， range and variance analyses were conducted using structural bearing capacity， ductility， energy dissipation， and volume as assessment indicators. The analysis results show that the wallboard aspect ratio and the wall pier width ratio most strongly affect bearing capacity， energy dissipation， and volume. The connection rigidity of the coupling beams and columns primarily affects structural ductility. The design should adhere to the principle of a “strong frame with a weak wallboard”， where coupling beams are rigidly connected with a section modulus not less than that of the beam， ensuring shear deformation is dominant. For preliminary design， it is suggested that the width ratio of the wallboard not exceed 2， and that component sections be designed based on a coupling degree within the range of 0.340 to 0.634. An average coupling degree of 0.51 is recommended to speed up the design process.
2026, 56(9): 165-172.
doi: 10.3724/j.gyjzG25052804
Abstract:
This study takes a representative “industrial upstairs” project in Shenzhen， Guangdong Province， as its research object. In response to the complex conditions of multi-story height， large story heights， heavy loads， and long spans typical of “industrial upstairs”， a prefabricated steel-concrete composite system based on concrete-filled steel-tube （CFST） columns， steel frame beams， and composite slabs without protruding rebars is proposed to resolve the inherent trade-offs among construction efficiency， structural performance， and cost control encountered in conventional prefabricated concrete and all-steel solutions. Through finite-element numerical analyses， the proposed composite system is compared with a conventional prefabricated concrete system in terms of structural modal characteristics， seismic inter-story drift， and floor vibration performance. A comparative study of material cost and construction schedule is also carried out based on site surveys and literature data. The results demonstrate that， while maintaining seismic safety and occupant comfort， the proposed system achieves a 14.8% reduction in material cost and a 24.7% reduction in construction time， yielding significant overall economic benefits.
This study takes a representative “industrial upstairs” project in Shenzhen， Guangdong Province， as its research object. In response to the complex conditions of multi-story height， large story heights， heavy loads， and long spans typical of “industrial upstairs”， a prefabricated steel-concrete composite system based on concrete-filled steel-tube （CFST） columns， steel frame beams， and composite slabs without protruding rebars is proposed to resolve the inherent trade-offs among construction efficiency， structural performance， and cost control encountered in conventional prefabricated concrete and all-steel solutions. Through finite-element numerical analyses， the proposed composite system is compared with a conventional prefabricated concrete system in terms of structural modal characteristics， seismic inter-story drift， and floor vibration performance. A comparative study of material cost and construction schedule is also carried out based on site surveys and literature data. The results demonstrate that， while maintaining seismic safety and occupant comfort， the proposed system achieves a 14.8% reduction in material cost and a 24.7% reduction in construction time， yielding significant overall economic benefits.
2026, 56(9): 173-183.
doi: 10.3724/j.gyjzG25032403
Abstract:
Research indicates that self-centering structures can rapidly restore structural functionality with minimal post-earthquake repairs， which aligns with the resilient seismic design philosophy. By incorporating self-centering prestressed prefabricated steel beam-column joints （SPPSJs） and self-centering prestressed steel column bases （SPSCBs） into steel frames， a prefabricated self-centering steel frame system （SCSF） is developed. This study focuses on investigating the influence of energy dissipation ratios of self-centering devices on the seismic performance of the SCSF. Simplified finite element models of SPPSJs and SPSCBs were developed using OpenSEES， and their computational accuracy was validated. A six-story steel frame was designed to systematically analyze the effects of SPPSJs and SPSCBs with varying energy dissipation ratios on the seismic response of the SCSF. The results indicated that， compared with the rigidly connected steel frame， the SCSF significantly reduced the residual displacement （with a maximum reduction of 93.74%）， but the post-earthquake acceleration increased. Increasing the energy dissipation ratios of the SPPSJ and SPSCB effectively reduced the peak displacement at the top floor， the residual displacement at the top floor， the peak velocity at the top floor， the peak acceleration at the top floor， the maximum story drift ratio， and the residual story drift ratio of the SCSF， but had an insignificant impact on the peak base shear. It is recommended that the SCSF be used in conjunction with damping devices.
Research indicates that self-centering structures can rapidly restore structural functionality with minimal post-earthquake repairs， which aligns with the resilient seismic design philosophy. By incorporating self-centering prestressed prefabricated steel beam-column joints （SPPSJs） and self-centering prestressed steel column bases （SPSCBs） into steel frames， a prefabricated self-centering steel frame system （SCSF） is developed. This study focuses on investigating the influence of energy dissipation ratios of self-centering devices on the seismic performance of the SCSF. Simplified finite element models of SPPSJs and SPSCBs were developed using OpenSEES， and their computational accuracy was validated. A six-story steel frame was designed to systematically analyze the effects of SPPSJs and SPSCBs with varying energy dissipation ratios on the seismic response of the SCSF. The results indicated that， compared with the rigidly connected steel frame， the SCSF significantly reduced the residual displacement （with a maximum reduction of 93.74%）， but the post-earthquake acceleration increased. Increasing the energy dissipation ratios of the SPPSJ and SPSCB effectively reduced the peak displacement at the top floor， the residual displacement at the top floor， the peak velocity at the top floor， the peak acceleration at the top floor， the maximum story drift ratio， and the residual story drift ratio of the SCSF， but had an insignificant impact on the peak base shear. It is recommended that the SCSF be used in conjunction with damping devices.
2026, 56(9): 184-193.
doi: 10.3724/j.gyjzG25061102
Abstract:
In order to investigate the flexural performance and optimal design of continuous steel-concrete composite beam bridge deck structures， a comprehensive methodology combining partial full-scale static tests and refined finite element simulations was used to explore the synergistic effects of rebar debonding and saw-cut installation. The results showed that rebar debonding reduced the ultimate bearing capacity of the structure （ultimate load： 94.95 kN for debonded specimens vs. 111.34 kN for bonded specimens）， but also significantly reduced the bending deformation， with a 26.5% reduction in mid-span deflection. Additionally， debonding treatment effectively reduced secondary crack density by 53.8% compared to bonded specimens. Finite element parametric analysis revealed that saw-cut installation reduced the maximum rotation angle by 25.5% in debonded models， with optimal flexural performance observed at a debonding ratio of 0.22-0.30. It is concluded that rational saw-cut design and debonding length optimization can balance structural bearing capacity and deformation control， providing a theoretical foundation for the engineering application of continuous steel-concrete composite beam bridge decks.
In order to investigate the flexural performance and optimal design of continuous steel-concrete composite beam bridge deck structures， a comprehensive methodology combining partial full-scale static tests and refined finite element simulations was used to explore the synergistic effects of rebar debonding and saw-cut installation. The results showed that rebar debonding reduced the ultimate bearing capacity of the structure （ultimate load： 94.95 kN for debonded specimens vs. 111.34 kN for bonded specimens）， but also significantly reduced the bending deformation， with a 26.5% reduction in mid-span deflection. Additionally， debonding treatment effectively reduced secondary crack density by 53.8% compared to bonded specimens. Finite element parametric analysis revealed that saw-cut installation reduced the maximum rotation angle by 25.5% in debonded models， with optimal flexural performance observed at a debonding ratio of 0.22-0.30. It is concluded that rational saw-cut design and debonding length optimization can balance structural bearing capacity and deformation control， providing a theoretical foundation for the engineering application of continuous steel-concrete composite beam bridge decks.
2026, 56(9): 194-202.
doi: 10.3724/j.gyjzG25061903
Abstract:
In order to enhance the lateral stiffness， overall bearing capacity， and post-yield buckling deformation resistance of frame-braced structures， and to delay the buckling failure of braces， this study proposed a light-gauge steel frame structure with aluminum foam-filled circular steel tubes as bracing members and investigated its seismic performance. Following rigorous validation of the finite element model’s reliability， eighty numerical models of single-story， single-span concentrically braced light-gauge steel frames infilled with aluminum foam were developed. Key variables investigated were brace slenderness ratio （λ）， diameter-to-thickness ratio （D/t）， and aluminum foam porosity （K）. The models underwent quasi-static loading to comprehensively examine the influence of these parameters on seismic performance， focusing on aspects such as skeleton curves， stiffness degradation， and ductility coefficients. The study identified optimal design ranges： braces should have a slenderness ratio between 55 and 80 and a diameter-to-thickness ratio within 50-70， coupled with an aluminum foam porosity of 60%. Furthermore， when feasible， diameter-to-thickness ratios should be capped at 70， 50， and 30 for slenderness ratios of 55， 80， and 100~120， respectively. These constraints ensure the structure achieves superior ultimate strength， deformation capacity， stiffness retention， ductility， and energy dissipation capabilities.
In order to enhance the lateral stiffness， overall bearing capacity， and post-yield buckling deformation resistance of frame-braced structures， and to delay the buckling failure of braces， this study proposed a light-gauge steel frame structure with aluminum foam-filled circular steel tubes as bracing members and investigated its seismic performance. Following rigorous validation of the finite element model’s reliability， eighty numerical models of single-story， single-span concentrically braced light-gauge steel frames infilled with aluminum foam were developed. Key variables investigated were brace slenderness ratio （λ）， diameter-to-thickness ratio （D/t）， and aluminum foam porosity （K）. The models underwent quasi-static loading to comprehensively examine the influence of these parameters on seismic performance， focusing on aspects such as skeleton curves， stiffness degradation， and ductility coefficients. The study identified optimal design ranges： braces should have a slenderness ratio between 55 and 80 and a diameter-to-thickness ratio within 50-70， coupled with an aluminum foam porosity of 60%. Furthermore， when feasible， diameter-to-thickness ratios should be capped at 70， 50， and 30 for slenderness ratios of 55， 80， and 100~120， respectively. These constraints ensure the structure achieves superior ultimate strength， deformation capacity， stiffness retention， ductility， and energy dissipation capabilities.
2026, 56(9): 203-208.
doi: 10.3724/j.gyjzG25061304
Abstract:
Photovoltaic（PV） power generation， recognized as a clean energy source， has become a crucial component of the global energy transition. In the structural design of PV arrays， wind load serves as the primary controlling factor. The wind load shape coefficients， influenced by a complex interplay of various aerodynamic interference factors， directly determine the structural safety and economic feasibility of the PV system. To explore the influencing factors of the shape coefficients of modules in ultra-large PV arrays， this study takes an actual fishery-PV complementary power generation project as a case study. This paper investigated the influence of terrain shading and wind direction angle on the shape coefficients using ANSYS Fluent software. The results show that under conditions of complete terrain sheltering， the influence of wind direction angle can be neglected， and a uniform shape coefficient value of 0.3 can be adopted for all PV modules. Conversely， without terrain shielding， the wind direction angle must be considered， necessitating a shape coefficient of 1.1 for the modules within the array.
Photovoltaic（PV） power generation， recognized as a clean energy source， has become a crucial component of the global energy transition. In the structural design of PV arrays， wind load serves as the primary controlling factor. The wind load shape coefficients， influenced by a complex interplay of various aerodynamic interference factors， directly determine the structural safety and economic feasibility of the PV system. To explore the influencing factors of the shape coefficients of modules in ultra-large PV arrays， this study takes an actual fishery-PV complementary power generation project as a case study. This paper investigated the influence of terrain shading and wind direction angle on the shape coefficients using ANSYS Fluent software. The results show that under conditions of complete terrain sheltering， the influence of wind direction angle can be neglected， and a uniform shape coefficient value of 0.3 can be adopted for all PV modules. Conversely， without terrain shielding， the wind direction angle must be considered， necessitating a shape coefficient of 1.1 for the modules within the array.
2026, 56(9): 209-220.
doi: 10.3724/j.gyjzG25043005
Abstract:
This study investigates a 750 kV substation project， focusing on the mechanical behavior of expanded aluminum stranded conductors （JLHN58K-1600）. The flexural rigidity of the conductors was obtained through three-point bending tests. A finite element model of the substation’s overhead-downlead conductor system was established to analyze the mechanical responses of conductor stiffness models considering flexural rigidity under multiple working conditions and parametric variations. The analysis results indicate that the mechanical performance of the conductors is highly sensitive to structural span and layout configuration. As the span and the height difference between the two ends increase， conductor tension increases significantly. Notably， for overhead conductors， a span of 30 meters conductors serves as a critical threshold， beyond which the increase in horizontal tension becomes more pronounced. The layout of downlead conductors also influences the load-bearing behavior of the structure. Compared with single-vertical （straight-line） configurations， V-shaped （inverted-V） downleads provide additional horizontal constraints， effectively reducing lateral displacement and vibration， and consequently decreasing conductor tension. A combined use of straight-line and V-shaped downleads further distributes the load， minimizing overall conductor tension.
This study investigates a 750 kV substation project， focusing on the mechanical behavior of expanded aluminum stranded conductors （JLHN58K-1600）. The flexural rigidity of the conductors was obtained through three-point bending tests. A finite element model of the substation’s overhead-downlead conductor system was established to analyze the mechanical responses of conductor stiffness models considering flexural rigidity under multiple working conditions and parametric variations. The analysis results indicate that the mechanical performance of the conductors is highly sensitive to structural span and layout configuration. As the span and the height difference between the two ends increase， conductor tension increases significantly. Notably， for overhead conductors， a span of 30 meters conductors serves as a critical threshold， beyond which the increase in horizontal tension becomes more pronounced. The layout of downlead conductors also influences the load-bearing behavior of the structure. Compared with single-vertical （straight-line） configurations， V-shaped （inverted-V） downleads provide additional horizontal constraints， effectively reducing lateral displacement and vibration， and consequently decreasing conductor tension. A combined use of straight-line and V-shaped downleads further distributes the load， minimizing overall conductor tension.
2026, 56(9): 221-229.
doi: 10.3724/j.gyjzG25052103
Abstract:
To deeply study the experimental investigation on flexural behavior of NC slabs strengthened by UHPC overlays， the four-point hogging flexural tests on six NC slabs strengthened by UHPC overlays and one unstrengthened NC slab were performed. The parameters adopted in the experiment included the steel fiber content in the UHPC layer， the presence or absence of rebar in the UHPC layer， and the connection between UHPC and NC. According to the test results， the cracking loads of the composite slabs and the characteristic loads of 0.2 mm crack width can be significantly enhanced by the additional UHPC overlays. The flexural capacities of those slabs can be effectively improved by the presence of rebar in UHPC overlays. The steel fiber content in the UHPC layer and disposition of UHPC-NC interfaces had slightly effects on the cracking resistances and ultimate flexural capacities. Steel fibers and steel rebars in UHPC thin layers can effectively inhibit crack width development. The numerical model of the UHPC thin-layer strengthened NC plate was established using finite element software， and the numerical analysis results were in good agreement with the test results.
To deeply study the experimental investigation on flexural behavior of NC slabs strengthened by UHPC overlays， the four-point hogging flexural tests on six NC slabs strengthened by UHPC overlays and one unstrengthened NC slab were performed. The parameters adopted in the experiment included the steel fiber content in the UHPC layer， the presence or absence of rebar in the UHPC layer， and the connection between UHPC and NC. According to the test results， the cracking loads of the composite slabs and the characteristic loads of 0.2 mm crack width can be significantly enhanced by the additional UHPC overlays. The flexural capacities of those slabs can be effectively improved by the presence of rebar in UHPC overlays. The steel fiber content in the UHPC layer and disposition of UHPC-NC interfaces had slightly effects on the cracking resistances and ultimate flexural capacities. Steel fibers and steel rebars in UHPC thin layers can effectively inhibit crack width development. The numerical model of the UHPC thin-layer strengthened NC plate was established using finite element software， and the numerical analysis results were in good agreement with the test results.
2026, 56(9): 230-241.
doi: 10.3724/j.gyjzG25042804
Abstract:
To investigate the applicability of the Wang model for stress-strain curves covering the entire tensile process across different steel types， typical low-alloy high-strength structural steel Q355 and high-strength steel Q960 were selected. The laws of mechanical property changes of these two steel types within the temperature range of 20 - 700 ℃ were obtained， and high-temperature constitutive models fully reflecting the elastic， plastic， and failure stages were established based on experiment data. First， tensile tests were conducted on 36 material specimens at both ambient and elevated temperatures. The complete stress-strain curves， covering elastic， plastic， and failure stages， were obtained. Based on experimental data， fitting formulas for the reduction factors of key parameters-including elastic modulus， yield strength， tensile strength， and fracture strain-were derived as functions of temperature. Subsequently， the Wang model， incorporating a descending branch， was employed to construct the high-temperature stress-strain relations for both steels， and its applicability was validated against experimental results. The findings demonstrate that the proposed temperature-dependent reduction factor formulas enable accurate determination of key mechanical parameters at varying temperatures. By integrating these parameters into the Wang model， the full-range stress-strain curves of Q355 and Q960 steels from loading to fracture （20 - 700 ℃） were successfully predicted， comprehensively capturing their elastic， plastic， and failure behaviors.
To investigate the applicability of the Wang model for stress-strain curves covering the entire tensile process across different steel types， typical low-alloy high-strength structural steel Q355 and high-strength steel Q960 were selected. The laws of mechanical property changes of these two steel types within the temperature range of 20 - 700 ℃ were obtained， and high-temperature constitutive models fully reflecting the elastic， plastic， and failure stages were established based on experiment data. First， tensile tests were conducted on 36 material specimens at both ambient and elevated temperatures. The complete stress-strain curves， covering elastic， plastic， and failure stages， were obtained. Based on experimental data， fitting formulas for the reduction factors of key parameters-including elastic modulus， yield strength， tensile strength， and fracture strain-were derived as functions of temperature. Subsequently， the Wang model， incorporating a descending branch， was employed to construct the high-temperature stress-strain relations for both steels， and its applicability was validated against experimental results. The findings demonstrate that the proposed temperature-dependent reduction factor formulas enable accurate determination of key mechanical parameters at varying temperatures. By integrating these parameters into the Wang model， the full-range stress-strain curves of Q355 and Q960 steels from loading to fracture （20 - 700 ℃） were successfully predicted， comprehensively capturing their elastic， plastic， and failure behaviors.
2026, 56(9): 242-250.
doi: 10.3724/j.gyjzG25030611
Abstract:
The mechanical properties of saline soil are one of the hotspots in geotechnical engineering research. Based on a series of direct shear tests， the shear mechanical properties of silty sulfate saline soil under different vertical pressures， soil moisture contents， and salt contents were studied. The research results show that there is a critical value （dissolution saturation） for the influence of water-salt action on the shear strength of silty saline soil. Before reaching the dissolution saturation， an increase in salt content will lead to an enhancement of the lubricating properties of the salt solution. Thus， the shear strength and shear strength parameters， such as cohesion and internal friction angle of sandy saline soil， all decrease with the increase of salt content. When the dissolution saturation is reached， the salt crystallization phenomenon intensifies with the increase of salt content. The shear strength and shear strength parameters， such as cohesion and internal friction angle of sandy saline soil， all increase with the increase of salt content. Based on the influence mechanism of the mechanical properties of saline soil， a new engineering countermeasure for the prevention and control of saline soil with geotextile bags was proposed.
The mechanical properties of saline soil are one of the hotspots in geotechnical engineering research. Based on a series of direct shear tests， the shear mechanical properties of silty sulfate saline soil under different vertical pressures， soil moisture contents， and salt contents were studied. The research results show that there is a critical value （dissolution saturation） for the influence of water-salt action on the shear strength of silty saline soil. Before reaching the dissolution saturation， an increase in salt content will lead to an enhancement of the lubricating properties of the salt solution. Thus， the shear strength and shear strength parameters， such as cohesion and internal friction angle of sandy saline soil， all decrease with the increase of salt content. When the dissolution saturation is reached， the salt crystallization phenomenon intensifies with the increase of salt content. The shear strength and shear strength parameters， such as cohesion and internal friction angle of sandy saline soil， all increase with the increase of salt content. Based on the influence mechanism of the mechanical properties of saline soil， a new engineering countermeasure for the prevention and control of saline soil with geotextile bags was proposed.
2026, 56(9): 251-263.
doi: 10.3724/j.gyjzG25070703
Abstract:
The hardening soil small-strain （HSS） model has gained increasing attention in recent years for excavation problems that require strict strain control， due to its capacity to reasonably account for the mechanical behavior of soils within the small-strain range. Given the significant variations in geological conditions across different regions， this study built upon existing research by conducting laboratory tests and investigating model parameter calibration for representative soils in the Hangzhou region. Validated through case studies， a methodology for determining HSS model parameters based on laboratory tests， suitable for the Hangzhou region， was proposed. Furthermore， two empirical approaches were established to estimate key HSS model parameters under limited data conditions， using only standard geotechnical survey reports. Both approaches demonstrated strong applicability in simulating excavation construction processes. This research offers valuable guidance for relevant engineering practices.
The hardening soil small-strain （HSS） model has gained increasing attention in recent years for excavation problems that require strict strain control， due to its capacity to reasonably account for the mechanical behavior of soils within the small-strain range. Given the significant variations in geological conditions across different regions， this study built upon existing research by conducting laboratory tests and investigating model parameter calibration for representative soils in the Hangzhou region. Validated through case studies， a methodology for determining HSS model parameters based on laboratory tests， suitable for the Hangzhou region， was proposed. Furthermore， two empirical approaches were established to estimate key HSS model parameters under limited data conditions， using only standard geotechnical survey reports. Both approaches demonstrated strong applicability in simulating excavation construction processes. This research offers valuable guidance for relevant engineering practices.
2026, 56(9): 264-272.
doi: 10.3724/j.gyjzG25080801
Abstract:
Nuclear power plant essential service water underground galleries belong to Seismic Category I items. With increasingly constrained and complex site conditions of the plants， the settlement adaptability of rubber waterstops in gallery movement joints requires significant attention. To investigate the dislocation shear deformation behavior and failure modes of waterstops in underground galleries under large differential settlement conditions， this study， based on the waterproofing treatment of movement joints in a square-section underground gallery of a nuclear power plant， conducted experimental analysis on centrally embedded， detachable， and externally bonded rubber water stops subjected to dislocation tensile tests. Test results indicate that the centrally embedded waterstop （CB350×10-50）， detachable waterstop （Ω400×10-R75）， and externally bonded waterstop （EB400×10-50） did not fail under the code-specified 30 mm dislocation displacement. The externally bonded waterstop failed due to rib detachment when the dislocation displacement reached 130 mm. The centrally embedded waterstop exhibited significant deformation and high stress at the component edges when the dislocation displacement reached 260 mm， but the specimen itself did not fail. The detachable waterstop experienced detachment of its steel pressure plate at a dislocation displacement of 320 mm； however， the waterstop body remained intact， though its installation quality significantly affects waterproof performance.
Nuclear power plant essential service water underground galleries belong to Seismic Category I items. With increasingly constrained and complex site conditions of the plants， the settlement adaptability of rubber waterstops in gallery movement joints requires significant attention. To investigate the dislocation shear deformation behavior and failure modes of waterstops in underground galleries under large differential settlement conditions， this study， based on the waterproofing treatment of movement joints in a square-section underground gallery of a nuclear power plant， conducted experimental analysis on centrally embedded， detachable， and externally bonded rubber water stops subjected to dislocation tensile tests. Test results indicate that the centrally embedded waterstop （CB350×10-50）， detachable waterstop （Ω400×10-R75）， and externally bonded waterstop （EB400×10-50） did not fail under the code-specified 30 mm dislocation displacement. The externally bonded waterstop failed due to rib detachment when the dislocation displacement reached 130 mm. The centrally embedded waterstop exhibited significant deformation and high stress at the component edges when the dislocation displacement reached 260 mm， but the specimen itself did not fail. The detachable waterstop experienced detachment of its steel pressure plate at a dislocation displacement of 320 mm； however， the waterstop body remained intact， though its installation quality significantly affects waterproof performance.
2026, 56(9): 273-283.
doi: 10.3724/j.gyjzG25010803
Abstract:
In order to explore the disturbance effects of near side-passing of large-diameter pipe jacking on existing pile foundations， the deformation and internal force responses of pile foundations under different construction parameters were analyzed. A numerical model of a curved jacking tunnel crossing the existing pile foundation at a close range was established based by employing a three-dimensional nonlinear finite element method. The reliability of the model was verified through theoretical analysis and field monitoring. The variations in internal forces and deformations of the pile foundation during different stages of the pipe jacking construction were summarized. On this basis， the disturbance effects on the existing bridge piles caused by different parameters， such as clearance， excavation face supporting force， pipe-soil friction. and grouting pressure， were analyzed. The results show that a reduction in clearance significantly enhances the disturbance effects of pipe jacking construction on the pile foundation. The excavation face supporting force has a particularly significant impact on the longitudinal deformation of the pile foundation， and an increase in supporting force amplifies the sensitivity of the pile foundation to other disturbance factors. The anti-resistance effect of thixotropic grout plays an important role in ensuring structural safety. When the anti-drag efficiency of thixotropic grout is maintained and the grouting pressure is within the range of static soil pressure ±50 kPa， the disturbance effect on the pile foundation can be effectively reduced.
In order to explore the disturbance effects of near side-passing of large-diameter pipe jacking on existing pile foundations， the deformation and internal force responses of pile foundations under different construction parameters were analyzed. A numerical model of a curved jacking tunnel crossing the existing pile foundation at a close range was established based by employing a three-dimensional nonlinear finite element method. The reliability of the model was verified through theoretical analysis and field monitoring. The variations in internal forces and deformations of the pile foundation during different stages of the pipe jacking construction were summarized. On this basis， the disturbance effects on the existing bridge piles caused by different parameters， such as clearance， excavation face supporting force， pipe-soil friction. and grouting pressure， were analyzed. The results show that a reduction in clearance significantly enhances the disturbance effects of pipe jacking construction on the pile foundation. The excavation face supporting force has a particularly significant impact on the longitudinal deformation of the pile foundation， and an increase in supporting force amplifies the sensitivity of the pile foundation to other disturbance factors. The anti-resistance effect of thixotropic grout plays an important role in ensuring structural safety. When the anti-drag efficiency of thixotropic grout is maintained and the grouting pressure is within the range of static soil pressure ±50 kPa， the disturbance effect on the pile foundation can be effectively reduced.
2026, 56(9): 284-294.
doi: 10.3724/j.gyjzG25061802
Abstract:
To address the issues of shrinkage cracks in large-volume concrete during the construction of pipe jacking work tunnels in ultra-deep buried power tunnels—cracks that compromise structural waterproofing and durability—the study examines a pipe jacking project in Nantong City. By combining field monitoring with numerical simulation， the research investigates the formation mechanisms of concrete shrinkage cracks during tunnel construction and evaluates the effectiveness of hydration heat control， volume deformation management， and water cooling systems. Results demonstrate high consistency between numerical simulations and actual monitoring data. During construction， the vertical concrete side walls around the pipe jacking tunnel experienced significant temperature peaks due to cement hydration heat generation， followed by substantial shrinkage deformation caused by combined thermal contraction and hydration-induced self-shrinkage. When this deformation is restrained by the underlying hardened concrete and the adjacent walls， the maximum cracking risk reached 1.17， significantly increasing fracture susceptibility. The addition of 0.2% hydration heat control material reduced temperature peaks by 24.4% and 28-day maximum tensile stress by 43.9%； incorporating 8% expansion agent compensated for shrinkage deformation， lowering 28-day stress by 57%； and installing cooling water pipes reduced temperature peaks by approximately 20% and 28-day stress by 44.3%. These three measures effectively mitigate crack formation in tunnel concrete structures.
To address the issues of shrinkage cracks in large-volume concrete during the construction of pipe jacking work tunnels in ultra-deep buried power tunnels—cracks that compromise structural waterproofing and durability—the study examines a pipe jacking project in Nantong City. By combining field monitoring with numerical simulation， the research investigates the formation mechanisms of concrete shrinkage cracks during tunnel construction and evaluates the effectiveness of hydration heat control， volume deformation management， and water cooling systems. Results demonstrate high consistency between numerical simulations and actual monitoring data. During construction， the vertical concrete side walls around the pipe jacking tunnel experienced significant temperature peaks due to cement hydration heat generation， followed by substantial shrinkage deformation caused by combined thermal contraction and hydration-induced self-shrinkage. When this deformation is restrained by the underlying hardened concrete and the adjacent walls， the maximum cracking risk reached 1.17， significantly increasing fracture susceptibility. The addition of 0.2% hydration heat control material reduced temperature peaks by 24.4% and 28-day maximum tensile stress by 43.9%； incorporating 8% expansion agent compensated for shrinkage deformation， lowering 28-day stress by 57%； and installing cooling water pipes reduced temperature peaks by approximately 20% and 28-day stress by 44.3%. These three measures effectively mitigate crack formation in tunnel concrete structures.
