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2026 Vol. 56, No. 8
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2026, 56(8): 1-12.
doi: 10.3724/j.gyjzG25061401
Abstract:
In view of the multi-dimensional inactivation problem faced by traditional villages， this paper deeply analyzes the composition of their active factors and identifies the key factors affecting inactivation， which can provide theoretical support and practical pathways for the sustainable development of traditional villages. Based on the regional characteristics of three traditional villages in Shendu Town， Huizhou District， Huangshan City， Anhui Province， a dynamic evaluation system covering three levels and containing thirty-two evaluation indicators was established. The results show that： 1） There is a certain degree of inactivation in the three villages， with some differences in the degree of inactivation. Although all are at the level of “micro-inactivation”， the degree of inactivation in Miantan Village is relatively light. 2） Factors such as cultural heritage protection， social governance， and economic development have a high contribution to living development， which significantly influences the active development of villages. In terms of inactivation index， the spatial characteristics of villages， cultural heritage protection， and economic development account for a prominent proportion and have a significant impact on inactivation. This shows that the development of traditional villages in Shendu Town area of She County is closely related to cultural heritage protection and economic development. 3） From the perspective of the total active score， Miantan Village （72.6）> Jiusha Village （71.4 >Huaiyuan Village （64.9） ， which is consistent with the survey data. This study demonstrates that village deactivation is caused by a combination of factors. Therefore， the key to promoting village revitalization and achieving sustainable development lies in establishing a living and sustainable conservation and development mechanism.
In view of the multi-dimensional inactivation problem faced by traditional villages， this paper deeply analyzes the composition of their active factors and identifies the key factors affecting inactivation， which can provide theoretical support and practical pathways for the sustainable development of traditional villages. Based on the regional characteristics of three traditional villages in Shendu Town， Huizhou District， Huangshan City， Anhui Province， a dynamic evaluation system covering three levels and containing thirty-two evaluation indicators was established. The results show that： 1） There is a certain degree of inactivation in the three villages， with some differences in the degree of inactivation. Although all are at the level of “micro-inactivation”， the degree of inactivation in Miantan Village is relatively light. 2） Factors such as cultural heritage protection， social governance， and economic development have a high contribution to living development， which significantly influences the active development of villages. In terms of inactivation index， the spatial characteristics of villages， cultural heritage protection， and economic development account for a prominent proportion and have a significant impact on inactivation. This shows that the development of traditional villages in Shendu Town area of She County is closely related to cultural heritage protection and economic development. 3） From the perspective of the total active score， Miantan Village （72.6）> Jiusha Village （71.4 >Huaiyuan Village （64.9） ， which is consistent with the survey data. This study demonstrates that village deactivation is caused by a combination of factors. Therefore， the key to promoting village revitalization and achieving sustainable development lies in establishing a living and sustainable conservation and development mechanism.
2026, 56(8): 13-23.
doi: 10.3724/j.gyjzG25050806
Abstract:
In the context of rapid urban expansion and the “dual carbon” goals， the functions， performance， energy consumption， and emissions of old industrial buildings are incompatible with the trend of contemporary architectural development. The introduction of atrium spaces provides the conditions for old industrial buildings to adapt to new functions and optimize performance. Taking the atrium spaces of renovated old industrial buildings in Hohhot as the research object and aiming to optimize indoor comfort and energy saving， this study proposed a multi-objective optimization method that integrated parametric performance simulations， BP neural networks， and NSGA-Ⅱ non-dominated genetic algorithm. Based on this， passive strategies suitable for atrium spaces of renovated old industrial buildings in Hohhot were proposed， including selecting a larger atrium floor area ratio， adopting an open interface form， opting for a narrow-top-wide-bottom “A”-shaped sectional form， and choosing a larger skylight area ratio， etc. Practical cases were selected to verify the effectiveness of these strategies.
In the context of rapid urban expansion and the “dual carbon” goals， the functions， performance， energy consumption， and emissions of old industrial buildings are incompatible with the trend of contemporary architectural development. The introduction of atrium spaces provides the conditions for old industrial buildings to adapt to new functions and optimize performance. Taking the atrium spaces of renovated old industrial buildings in Hohhot as the research object and aiming to optimize indoor comfort and energy saving， this study proposed a multi-objective optimization method that integrated parametric performance simulations， BP neural networks， and NSGA-Ⅱ non-dominated genetic algorithm. Based on this， passive strategies suitable for atrium spaces of renovated old industrial buildings in Hohhot were proposed， including selecting a larger atrium floor area ratio， adopting an open interface form， opting for a narrow-top-wide-bottom “A”-shaped sectional form， and choosing a larger skylight area ratio， etc. Practical cases were selected to verify the effectiveness of these strategies.
2026, 56(8): 24-33.
doi: 10.3724/j.gyjzG25061507
Abstract:
As an important carrier of urban historical memory， the adaptive reuse of industrial heritage is a key issue in urban renewal. From the perspective of non-representational theory， this paper explores the adaptive reuse model for the industrial heritage in the Dagang Wharf area of Qingdao Port by examining the feedback mechanism between embodied practice and place identity. By constructing a three-dimensional analysis framework of “mind-body-environment”， and comprehensively using methods such as participatory observation， oral interviews， eye-tracking experiments， along with visual analysis of NVivo12 software， it reveals the dialectical relationship between the transformation of material space and humanistic experience in industrial heritage reuse. The study finds that the meaning generation of industrial heritage depends not only on the representational symbols of material space but also on the interactive practices between people and space.
As an important carrier of urban historical memory， the adaptive reuse of industrial heritage is a key issue in urban renewal. From the perspective of non-representational theory， this paper explores the adaptive reuse model for the industrial heritage in the Dagang Wharf area of Qingdao Port by examining the feedback mechanism between embodied practice and place identity. By constructing a three-dimensional analysis framework of “mind-body-environment”， and comprehensively using methods such as participatory observation， oral interviews， eye-tracking experiments， along with visual analysis of NVivo12 software， it reveals the dialectical relationship between the transformation of material space and humanistic experience in industrial heritage reuse. The study finds that the meaning generation of industrial heritage depends not only on the representational symbols of material space but also on the interactive practices between people and space.
2026, 56(8): 34-44.
doi: 10.3724/j.gyjzG25060612
Abstract:
Urban historical transportation serves as the spatial framework of urban evolution and a carrier of collective memory. Current research on the preservation and revitalization of intra-urban historical transportation remains limited， and existing conservation efforts often failing to integrate transport routes with the renewal of adjacent spaces. Against this backdrop， this study introduces the heritage corridor theory to propose a corridor-based revitalization model for urban historical transportation， using Dalian’s well-preserved tram line as a case study for empirical conservation research. Through this investigation， this paper presents an integrated development strategy featuring “one line with one hub，” “one line with five cores，” and “one line with three segments，” together with supporting systems such as a roaming framework and an interpretive system， aiming to facilitate the transformation of Dalian’s tram line into a heritage corridor. This also reveals the core essence of constructing urban transportation heritage corridors： reestablishing the connections between historical transportation systems and their adjacent cultural spaces through aspects such as layout， function， narrative， and landscape. Through empirical and theoretical research， we hope to transcend individual cases and provide insights for the revitalization of more urban transportation heritage sites.
Urban historical transportation serves as the spatial framework of urban evolution and a carrier of collective memory. Current research on the preservation and revitalization of intra-urban historical transportation remains limited， and existing conservation efforts often failing to integrate transport routes with the renewal of adjacent spaces. Against this backdrop， this study introduces the heritage corridor theory to propose a corridor-based revitalization model for urban historical transportation， using Dalian’s well-preserved tram line as a case study for empirical conservation research. Through this investigation， this paper presents an integrated development strategy featuring “one line with one hub，” “one line with five cores，” and “one line with three segments，” together with supporting systems such as a roaming framework and an interpretive system， aiming to facilitate the transformation of Dalian’s tram line into a heritage corridor. This also reveals the core essence of constructing urban transportation heritage corridors： reestablishing the connections between historical transportation systems and their adjacent cultural spaces through aspects such as layout， function， narrative， and landscape. Through empirical and theoretical research， we hope to transcend individual cases and provide insights for the revitalization of more urban transportation heritage sites.
2026, 56(8): 45-51.
doi: 10.3724/j.gyjzG25052102
Abstract:
The rapid advancement of human-machine integration technologies is fundamentally redefining human agency， while traditional urban spaces risk functional inadequacy in addressing the multimodal demands of “neo-human” populations. From an interdisciplinary perspective integrating intelligent systems， neuroscience，and urban design， this study identified neuro-expansion typologies for human-machine-integrated neo-humans，classified as neural compensation，neural connectivity， and neural migration.Grounded in this taxonomy， this study proposed a triaxial urban design framework—machine-compatible， perception-responsive， and virtual-physical hybrid—supported by a nine-strategy matrix. This framework aims to operationalize the conceptual foundations of neuro-expanded urbanism， driving the evolution of urban spaces from “physical-functional adaptation” toward “neuro-expanded symbiosis”. The proposed strategies offer a paradigmatic shift for reconceptualizing urban design in the age of human-machine integration.
The rapid advancement of human-machine integration technologies is fundamentally redefining human agency， while traditional urban spaces risk functional inadequacy in addressing the multimodal demands of “neo-human” populations. From an interdisciplinary perspective integrating intelligent systems， neuroscience，and urban design， this study identified neuro-expansion typologies for human-machine-integrated neo-humans，classified as neural compensation，neural connectivity， and neural migration.Grounded in this taxonomy， this study proposed a triaxial urban design framework—machine-compatible， perception-responsive， and virtual-physical hybrid—supported by a nine-strategy matrix. This framework aims to operationalize the conceptual foundations of neuro-expanded urbanism， driving the evolution of urban spaces from “physical-functional adaptation” toward “neuro-expanded symbiosis”. The proposed strategies offer a paradigmatic shift for reconceptualizing urban design in the age of human-machine integration.
2026, 56(8): 52-60.
doi: 10.3724/j.gyjzG25071505
Abstract:
Due to their large depths and high floor heights， long-span factories require roof skylights to meet indoor ventilation and daylighting requirements. This paper systematically analyzed the ventilation and daylighting methods of long-span factory roof skylights. Ventilation simulation software VENT and daylighting analysis software DALI were used to establish digital models of ventilation and lighting for long-span factories. The characteristics of the wind and daylight environments in factories with and without skylights were compared. Additionally， the performance differences of various skylight forms such as flat skylights， steel roof truss skylights， thin ventilators， and fixed daylighting strips in terms of ventilation and daylighting were analyzed. Based on digital model simulations and field investigations， this study explored the selection of skylight forms under different climate conditions， such as severe cold regions， cold regions， and hot summer and cold winter regions， and proposed design strategies for skylight forms in these regions. By systematically analyzing the differential characteristics of various skylight configurations in terms of ventilation and daylighting performance， and taking into account practical application requirements such as snow accumulation prevention， water seepage resistance and glare control， as well as full-life-cycle comprehensive benefits including durability， service life and operation & maintenance costs， a mechanism for skylight design strategies is established. This mechanism maximizes the utilization of indoor natural daylight and natural ventilation， effectively improves indoor environmental quality， and reduces building operational energy consumption.
Due to their large depths and high floor heights， long-span factories require roof skylights to meet indoor ventilation and daylighting requirements. This paper systematically analyzed the ventilation and daylighting methods of long-span factory roof skylights. Ventilation simulation software VENT and daylighting analysis software DALI were used to establish digital models of ventilation and lighting for long-span factories. The characteristics of the wind and daylight environments in factories with and without skylights were compared. Additionally， the performance differences of various skylight forms such as flat skylights， steel roof truss skylights， thin ventilators， and fixed daylighting strips in terms of ventilation and daylighting were analyzed. Based on digital model simulations and field investigations， this study explored the selection of skylight forms under different climate conditions， such as severe cold regions， cold regions， and hot summer and cold winter regions， and proposed design strategies for skylight forms in these regions. By systematically analyzing the differential characteristics of various skylight configurations in terms of ventilation and daylighting performance， and taking into account practical application requirements such as snow accumulation prevention， water seepage resistance and glare control， as well as full-life-cycle comprehensive benefits including durability， service life and operation & maintenance costs， a mechanism for skylight design strategies is established. This mechanism maximizes the utilization of indoor natural daylight and natural ventilation， effectively improves indoor environmental quality， and reduces building operational energy consumption.
2026, 56(8): 61-67.
doi: 10.3724/j.gyjzG25012401
Abstract:
Ultra-high performance concrete （UHPC）， known for its high durability and excellent mechanical properties， has been increasingly applied in building external protection systems in recent years. To accommodate the requirements of such systems in different regions， a UHPC high-efficiency insulated sandwich external wall panel has been developed， in which diagonal stainless steel trusses are used as connectors between the inner and outer wall panels. To study the connection performance of these stainless steel truss connectors， six groups of pull-out specimens were fabricated. The variables considered include the height of the connectors， the embedment depth， and the influence of the placement order of the connectors. The results showed a three-stage failure progression （elastic， crack development， and failure） in the specimens. The presence of fibers effectively delayed the development of cracks in these specimens.The placement order of the connectors significantly influenced fiber distribution. Placing the connectors in place before casting the UHPC outer leaf panel effectively improved the bearing capacity of the specimens， and good ductility was observed during the failure stage. The specimens also exhibited a large safety margin. Variations in the height of the connectors had little influence on the bearing capacity and deformation capacity of the specimens. However， an increase in embedment depth from 15 mm to 20 mm raised the peak bearing capacity by 64% to 117% and enhanced the ductility by 48% to 153%， while also providing a greater safety margin.
Ultra-high performance concrete （UHPC）， known for its high durability and excellent mechanical properties， has been increasingly applied in building external protection systems in recent years. To accommodate the requirements of such systems in different regions， a UHPC high-efficiency insulated sandwich external wall panel has been developed， in which diagonal stainless steel trusses are used as connectors between the inner and outer wall panels. To study the connection performance of these stainless steel truss connectors， six groups of pull-out specimens were fabricated. The variables considered include the height of the connectors， the embedment depth， and the influence of the placement order of the connectors. The results showed a three-stage failure progression （elastic， crack development， and failure） in the specimens. The presence of fibers effectively delayed the development of cracks in these specimens.The placement order of the connectors significantly influenced fiber distribution. Placing the connectors in place before casting the UHPC outer leaf panel effectively improved the bearing capacity of the specimens， and good ductility was observed during the failure stage. The specimens also exhibited a large safety margin. Variations in the height of the connectors had little influence on the bearing capacity and deformation capacity of the specimens. However， an increase in embedment depth from 15 mm to 20 mm raised the peak bearing capacity by 64% to 117% and enhanced the ductility by 48% to 153%， while also providing a greater safety margin.
2026, 56(8): 68-81.
doi: 10.3724/j.gyjzG25030506
Abstract:
With its advantages of high efficiency， ease of construction， energy savings， and environmental benefits， prefabricated concrete structures have become increasingly prevalent in modern construction. Currently， beam-column connections in such structures are predominantly achieved using grouting sleeves. However， traditional grouting sleeve methods are often associated with issues such as insufficient grout compactness and blockage， which can compromise the seismic performance of the overall structure. In response to these challenges， this study introduces a novel non-porous grouting sleeve connection. The mechanical properties of this novel connection were assessed through pull-out tests， which confirmed that the non-porous grouting sleeve met the required standards for structural joints. Further， a comparative experimental analysis was conducted on both the assembled concrete beam-column joints using the novel grouting sleeve and cast-in-place concrete joints. This analysis examined various performance metrics， including damage modes， hysteresis curves， skeleton curves， ductility， cumulative energy dissipation capacity， and stress development. The results demonstrate that the seismic performance of the prefabricated joints with the novel grouting sleeve is comparable to that of the cast-in-place joints. This indicates that the connection using a novel grouting sleeve not only simplifies construction procedures but also reduces the incidence of joint defects while meeting the required mechanical property criteria.
With its advantages of high efficiency， ease of construction， energy savings， and environmental benefits， prefabricated concrete structures have become increasingly prevalent in modern construction. Currently， beam-column connections in such structures are predominantly achieved using grouting sleeves. However， traditional grouting sleeve methods are often associated with issues such as insufficient grout compactness and blockage， which can compromise the seismic performance of the overall structure. In response to these challenges， this study introduces a novel non-porous grouting sleeve connection. The mechanical properties of this novel connection were assessed through pull-out tests， which confirmed that the non-porous grouting sleeve met the required standards for structural joints. Further， a comparative experimental analysis was conducted on both the assembled concrete beam-column joints using the novel grouting sleeve and cast-in-place concrete joints. This analysis examined various performance metrics， including damage modes， hysteresis curves， skeleton curves， ductility， cumulative energy dissipation capacity， and stress development. The results demonstrate that the seismic performance of the prefabricated joints with the novel grouting sleeve is comparable to that of the cast-in-place joints. This indicates that the connection using a novel grouting sleeve not only simplifies construction procedures but also reduces the incidence of joint defects while meeting the required mechanical property criteria.
2026, 56(8): 82-96.
doi: 10.3724/j.gyjzG25020804
Abstract:
Regarding the prevalent issues in conventional steel plate shear wall systems， such as their susceptibility to buckling deformation and the conspicuous pinching effect observed in hysteresis curves， a novel double steel plate shear wall connected by short steel tubes between two uniformly perforated steel plates was proposed. To investigate the hysteretic performance of the shear wall and establish a restoring force model， a scaled shear wall specimen was designed and subjected to quasi-static tests. Experimental results revealed that the shear wall ultimately exhibited a chessboard-pattern local buckling failure mode with full hysteresis curves. Finite element models were established using ABAQUS software. After the model's accuracy was successfully validated， parametric analysis was subsequently performed， obtaining hysteresis curves and out-of-plane deformation characteristics. The effects of tubular stiffener thickness， wall plate thickness， spacing between tubular stiffeners， length of tubular stiffeners， and height-to-width ratio on the mechanical properties of the shear wall were investigated. Results demonstrated that the wall bearing capacity showed linear relationships with tubular stiffener thickness， wall plate thickness， and height-to-width ratio. The buckling restraint effectiveness of tubular stiffeners was influenced by the matching relationship between tubular stiffener thickness and wall plate thickness， as well as the correlation between tubular stiffener spacing and tubular stiffener edge length. Finally， regression analysis of the finite element calculation results enabled the establishment of a quadrilinear skeleton curve model for the perforated double steel plate shear walls with tubular stiffeners. Formulas for stiffness degradation were derived， ultimately leading to the development of a restoring force model. This model demonstrated good agreement with the finite element results， providing a theoretical basis for the engineering design of perforated double steel plate shear walls with tubular stiffeners.
Regarding the prevalent issues in conventional steel plate shear wall systems， such as their susceptibility to buckling deformation and the conspicuous pinching effect observed in hysteresis curves， a novel double steel plate shear wall connected by short steel tubes between two uniformly perforated steel plates was proposed. To investigate the hysteretic performance of the shear wall and establish a restoring force model， a scaled shear wall specimen was designed and subjected to quasi-static tests. Experimental results revealed that the shear wall ultimately exhibited a chessboard-pattern local buckling failure mode with full hysteresis curves. Finite element models were established using ABAQUS software. After the model's accuracy was successfully validated， parametric analysis was subsequently performed， obtaining hysteresis curves and out-of-plane deformation characteristics. The effects of tubular stiffener thickness， wall plate thickness， spacing between tubular stiffeners， length of tubular stiffeners， and height-to-width ratio on the mechanical properties of the shear wall were investigated. Results demonstrated that the wall bearing capacity showed linear relationships with tubular stiffener thickness， wall plate thickness， and height-to-width ratio. The buckling restraint effectiveness of tubular stiffeners was influenced by the matching relationship between tubular stiffener thickness and wall plate thickness， as well as the correlation between tubular stiffener spacing and tubular stiffener edge length. Finally， regression analysis of the finite element calculation results enabled the establishment of a quadrilinear skeleton curve model for the perforated double steel plate shear walls with tubular stiffeners. Formulas for stiffness degradation were derived， ultimately leading to the development of a restoring force model. This model demonstrated good agreement with the finite element results， providing a theoretical basis for the engineering design of perforated double steel plate shear walls with tubular stiffeners.
2026, 56(8): 97-102.
doi: 10.3724/j.gyjzG25010203
Abstract:
In response to the performance and construction challenges of steel trusses， a novel composite floor system composed of steel box girders and slotted laminated slabs is proposed. Compared with the truss composite floor system， the beam height is reduced by 18.8% to 24.4%. A finite element model was established to analyze the overall structural behavior of the two schemes. The results showed that the natural vibration characteristics of the structure with truss beams were similar to those with steel box girders. Under frequent earthquakes， the maximum inter-story drift angles of the steel box girder-concrete laminated slab composite floor system in the X and Y directions were 1/992 and 1/846， respectively， which were smaller than those of the truss composite floor system. Under rare earthquakes， the maximum elastic-plastic inter-story drift angles in the X and Y directions were 1/219 and 1/210， respectively， which were larger than those of the truss composite floor system. Nonetheless， the seismic performance of both systems met the requirements of Code for Seismic Design of Building（GB/T 50011-2010）. An analysis of floor comfort for both systems indicated that the indicators were essentially the same， demonstrating that the steel box girder-concrete laminated slab composite floor system significantly reduces beam height while meeting the structural seismic and floor comfort requirements.
In response to the performance and construction challenges of steel trusses， a novel composite floor system composed of steel box girders and slotted laminated slabs is proposed. Compared with the truss composite floor system， the beam height is reduced by 18.8% to 24.4%. A finite element model was established to analyze the overall structural behavior of the two schemes. The results showed that the natural vibration characteristics of the structure with truss beams were similar to those with steel box girders. Under frequent earthquakes， the maximum inter-story drift angles of the steel box girder-concrete laminated slab composite floor system in the X and Y directions were 1/992 and 1/846， respectively， which were smaller than those of the truss composite floor system. Under rare earthquakes， the maximum elastic-plastic inter-story drift angles in the X and Y directions were 1/219 and 1/210， respectively， which were larger than those of the truss composite floor system. Nonetheless， the seismic performance of both systems met the requirements of Code for Seismic Design of Building（GB/T 50011-2010）. An analysis of floor comfort for both systems indicated that the indicators were essentially the same， demonstrating that the steel box girder-concrete laminated slab composite floor system significantly reduces beam height while meeting the structural seismic and floor comfort requirements.
2026, 56(8): 103-109.
doi: 10.3724/j.gyjzG25041005
Abstract:
To investigate the influence of geometric dimensions and eccentricity on the stress-strain distribution， mechanical properties， failure modes， and ultimate bearing capacity of spatial DKT-shaped circular hollow section tubular intersecting joints， experimental studies and finite element analysis were conducted on three non-eccentric and two eccentric spatial DKT-shaped circular hollow section tubular intersecting joints. Through experimental study， the bearing capacity， deformation， and failure modes of the five spatial DKT-shaped circular hollow section tubular intersecting joint specimens were compared. Finite element simulations were conducted on the specimens using the finite element analysis software. The analysis results of bearing capacity， deformation， etc. were in good agreement with the test results. The results of the study showed that： when the in-plane angle between the brace and the chord increased from 30°（SJ1） to 60°（SJ3）， the joint bearing capacity decreased by approximately 4.88%； when the eccentricity increased to 88 mm（SJ4） and 110 mm（SJ5）， the bearing capacity decreased by 26.7% and 17.9%， respectively， compared with that of the non-eccentric joint （SJ3）. Through the analysis of stress and strain distributions obtained from tests and finite element analysis， it was found that when the joint reaches its ultimate bearing capacity， the connection area between the brace and the chord enters a plastic state； however， the failure of the joint is not governed by section plasticity， but rather by deformation control.
To investigate the influence of geometric dimensions and eccentricity on the stress-strain distribution， mechanical properties， failure modes， and ultimate bearing capacity of spatial DKT-shaped circular hollow section tubular intersecting joints， experimental studies and finite element analysis were conducted on three non-eccentric and two eccentric spatial DKT-shaped circular hollow section tubular intersecting joints. Through experimental study， the bearing capacity， deformation， and failure modes of the five spatial DKT-shaped circular hollow section tubular intersecting joint specimens were compared. Finite element simulations were conducted on the specimens using the finite element analysis software. The analysis results of bearing capacity， deformation， etc. were in good agreement with the test results. The results of the study showed that： when the in-plane angle between the brace and the chord increased from 30°（SJ1） to 60°（SJ3）， the joint bearing capacity decreased by approximately 4.88%； when the eccentricity increased to 88 mm（SJ4） and 110 mm（SJ5）， the bearing capacity decreased by 26.7% and 17.9%， respectively， compared with that of the non-eccentric joint （SJ3）. Through the analysis of stress and strain distributions obtained from tests and finite element analysis， it was found that when the joint reaches its ultimate bearing capacity， the connection area between the brace and the chord enters a plastic state； however， the failure of the joint is not governed by section plasticity， but rather by deformation control.
2026, 56(8): 110-120.
doi: 10.3724/j.gyjzG25032502
Abstract:
This study addresses the mechanism by which wind loads act on roof-attached canopies under complex interference conditions， which remains inadequately understood. Combining wind tunnel tests and numerical simulations， this study systematically investigated the effects of building height and wind direction angle on the wind pressure distribution on canopies. Wind tunnel tests were conducted using a 1∶50 scale model in a simulated Class B topographic wind field， and the effects of building heights （6 m， 12 m， 18 m， 24 m） and wind direction angles （0°-45°） on mean and extreme wind pressures were analyzed. Numerical simulations employed the NSRFG method to generate turbulent boundary layers and large eddy simulation （LES） to analyze flow field characteristics， revealing the dynamic response mechanism of wind loads through vorticity distribution and flow structure. The results showed that building height significantly influenced the wind load on canopies， with a critical height of 12 m identified. At this height， the extreme wind pressure coefficient reached -3.0， and the wind load exhibited the strongest directional sensitivity at a wind direction angle of approximately 25°. The wind pressure distribution was dominated by cylindrical and conical vortices. Local negative pressure peaks were caused by vortex separation at the windward edge， and a “double negative effect” was formed by the superposition of positive pressure on the lower surface and negative pressure on the upper surface， which collectively enhanced the overall wind suction. Numerical simulations further indicated that at a height of 12 m， the cylindrical vortex size and wake vortex intensity were the largest， covering the entire canopy surface and causing a sharp increase in wind load. This study clarified the dynamic evolution mechanism of wind pressure on roof-attached canopies under complex interference conditions， providing a theoretical basis for the wind-resistant design of such structures and validating the effectiveness of the combined experimental and numerical simulations.
This study addresses the mechanism by which wind loads act on roof-attached canopies under complex interference conditions， which remains inadequately understood. Combining wind tunnel tests and numerical simulations， this study systematically investigated the effects of building height and wind direction angle on the wind pressure distribution on canopies. Wind tunnel tests were conducted using a 1∶50 scale model in a simulated Class B topographic wind field， and the effects of building heights （6 m， 12 m， 18 m， 24 m） and wind direction angles （0°-45°） on mean and extreme wind pressures were analyzed. Numerical simulations employed the NSRFG method to generate turbulent boundary layers and large eddy simulation （LES） to analyze flow field characteristics， revealing the dynamic response mechanism of wind loads through vorticity distribution and flow structure. The results showed that building height significantly influenced the wind load on canopies， with a critical height of 12 m identified. At this height， the extreme wind pressure coefficient reached -3.0， and the wind load exhibited the strongest directional sensitivity at a wind direction angle of approximately 25°. The wind pressure distribution was dominated by cylindrical and conical vortices. Local negative pressure peaks were caused by vortex separation at the windward edge， and a “double negative effect” was formed by the superposition of positive pressure on the lower surface and negative pressure on the upper surface， which collectively enhanced the overall wind suction. Numerical simulations further indicated that at a height of 12 m， the cylindrical vortex size and wake vortex intensity were the largest， covering the entire canopy surface and causing a sharp increase in wind load. This study clarified the dynamic evolution mechanism of wind pressure on roof-attached canopies under complex interference conditions， providing a theoretical basis for the wind-resistant design of such structures and validating the effectiveness of the combined experimental and numerical simulations.
2026, 56(8): 121-126.
doi: 10.3724/j.gyjzG25030502
Abstract:
In the lifting operations of construction projects， the chords of a truss-type spreader beam serve as load-transferring members. These chords only contact rope-like flexible materials outside the plane of the truss and have very weak end supports. However， neither textbooks on mechanics of materials nor Standard for Design of Steel Structures （GB 50017-2017）address the stability of such a slender centrally compressed bar without end supports， nor do they provide a corresponding effective length factor. First， the static equilibrium method was used to derive the effective length factor and critical force for a slender centrally compressed bar without end supports to maintain its buckling stability. Subsequently， a compressive buckling finite element analysis was performed using the eigenvalue method in ANSYS software. The critical forces obtained by the finite element method showed strong agreement with the theoretical values. The effective length factors for the two different buckling modes （flexural and reverse flexural） were determined to be 1 and 0.5， respectively. Therefore， the chords of the truss-type spreader beam are more prone to buckling instability in the flexural mode， and using an effective length factor of 1 is feasible.
In the lifting operations of construction projects， the chords of a truss-type spreader beam serve as load-transferring members. These chords only contact rope-like flexible materials outside the plane of the truss and have very weak end supports. However， neither textbooks on mechanics of materials nor Standard for Design of Steel Structures （GB 50017-2017）address the stability of such a slender centrally compressed bar without end supports， nor do they provide a corresponding effective length factor. First， the static equilibrium method was used to derive the effective length factor and critical force for a slender centrally compressed bar without end supports to maintain its buckling stability. Subsequently， a compressive buckling finite element analysis was performed using the eigenvalue method in ANSYS software. The critical forces obtained by the finite element method showed strong agreement with the theoretical values. The effective length factors for the two different buckling modes （flexural and reverse flexural） were determined to be 1 and 0.5， respectively. Therefore， the chords of the truss-type spreader beam are more prone to buckling instability in the flexural mode， and using an effective length factor of 1 is feasible.
2026, 56(8): 127-139.
doi: 10.3724/j.gyjzG25041409
Abstract:
To investigate the interface shear performance of the novel aluminum alloy-stainless steel composite plate friction-type high-strength bolted joints， four groups of specimens were designed. Several parameters were considered， including the presence of interfacial particles， particle number， diameter-to-pitch ratio， and stainless steel plate thickness. Static loading tests were conducted to examine the effects of these parameters on the anti-slip coefficient and shear capacity. The results showed that the BASE specimens （with stainless steel particles at the interface） exhibited significant improvements over the ORIGIN specimens （without stainless steel particles） in terms of slip load， peak load， ductility， and stiffness. Specifically， as the number of stainless steel particles increased from 0 to 2， 4， 6， and 8， the slip load increased by 61.7%-81.9% and the peak load by 7.5%-12.7%. The effects of the diameter-to-pitch ratio and plate thickness were also examined. Four specimen groups with diameter-to-pitch ratios of 0， 2/8， 2/6， and 3/8 were tested， yielding slip load increases of 69.2%-97.8% and peak load increases of 10.38%-23.5%. Regarding plate thickness， increasing the thickness from 3 mm to 5 mm improved the slip load and peak load by 14.6% and 9.5%， respectively； a further increase from 5 mm to 8 mm led to enhancements of 17.2% and 12.1%， respectively. When the bolt preload was 15 kN， the maximum increase in slip load reached 13.1%. In addition， for composite plates with edge margins of 10， 15， 20， and 25 mm， the slip load and peak load increased by 39%-63.8% and 37.3%-54.4%， respectively. Based on these findings， a calculation formula for the shear capacity of this novel particle-reinforced friction-type high-strength bolted joint was proposed and validated， providing a reference for practical engineering applications.
To investigate the interface shear performance of the novel aluminum alloy-stainless steel composite plate friction-type high-strength bolted joints， four groups of specimens were designed. Several parameters were considered， including the presence of interfacial particles， particle number， diameter-to-pitch ratio， and stainless steel plate thickness. Static loading tests were conducted to examine the effects of these parameters on the anti-slip coefficient and shear capacity. The results showed that the BASE specimens （with stainless steel particles at the interface） exhibited significant improvements over the ORIGIN specimens （without stainless steel particles） in terms of slip load， peak load， ductility， and stiffness. Specifically， as the number of stainless steel particles increased from 0 to 2， 4， 6， and 8， the slip load increased by 61.7%-81.9% and the peak load by 7.5%-12.7%. The effects of the diameter-to-pitch ratio and plate thickness were also examined. Four specimen groups with diameter-to-pitch ratios of 0， 2/8， 2/6， and 3/8 were tested， yielding slip load increases of 69.2%-97.8% and peak load increases of 10.38%-23.5%. Regarding plate thickness， increasing the thickness from 3 mm to 5 mm improved the slip load and peak load by 14.6% and 9.5%， respectively； a further increase from 5 mm to 8 mm led to enhancements of 17.2% and 12.1%， respectively. When the bolt preload was 15 kN， the maximum increase in slip load reached 13.1%. In addition， for composite plates with edge margins of 10， 15， 20， and 25 mm， the slip load and peak load increased by 39%-63.8% and 37.3%-54.4%， respectively. Based on these findings， a calculation formula for the shear capacity of this novel particle-reinforced friction-type high-strength bolted joint was proposed and validated， providing a reference for practical engineering applications.
2026, 56(8): 140-149.
doi: 10.3724/j.gyjzG24123104
Abstract:
Based on the steel bridge project on Guangde Road in Hefei， this study investigated the step-by-step incremental launching technology for long-span steel box girder grillage systems. Considering the site constraints and river navigation requirements， a systematic study of the incremental launching scheme was conducted， establishing standardized design principles for the launching scheme， guide beams， sliding system， power system， control system， support system， and protection system. A finite element model was developed to analyze the launching process， identifying the most unfavorable loading conditions and the corresponding structural stresses at each launching step. The monitoring scheme and key control points were determined based on the numerical results. Full-process monitoring was performed during construction， and the measured data verified the accuracy of the numerical model.
Based on the steel bridge project on Guangde Road in Hefei， this study investigated the step-by-step incremental launching technology for long-span steel box girder grillage systems. Considering the site constraints and river navigation requirements， a systematic study of the incremental launching scheme was conducted， establishing standardized design principles for the launching scheme， guide beams， sliding system， power system， control system， support system， and protection system. A finite element model was developed to analyze the launching process， identifying the most unfavorable loading conditions and the corresponding structural stresses at each launching step. The monitoring scheme and key control points were determined based on the numerical results. Full-process monitoring was performed during construction， and the measured data verified the accuracy of the numerical model.
2026, 56(8): 150-157.
doi: 10.3724/j.gyjzG25052204
Abstract:
The increasing demand for large-scale wind turbines， which require cost reduction and efficiency improvement， has promoted the development of large-diameter thin-walled concrete-filled double-skin steel tubular （CFDST） wind turbine towers. This study systematically investigated the structural stability of CFDST towers during concrete casting through both theoretical analysis and experimental studies. A scaled model test was designed based on similarity theory. Pressure sensors and three-dimensional digital image correlation （DIC） technology were employed to monitor the real-time deformation of the steel tube walls and the pressure transmission in the concrete during pouring. A three-dimensional numerical model was developed to study the effects of concrete pouring height， temporary support arrangement， and steel tube diameter-to-thickness ratio on structural deformation. The results showed that the inner steel tube exhibited significantly lower stability than the outer one and was more likely to experience elastic instability during casting. Among the influencing factors， the diameter-to-thickness ratio， pouring height， and support spacing all affected wall deformation， with support spacing having the most significant impact. The findings offer theoretical support and practical guidance for the construction of large-diameter CFDST wind turbine towers.
The increasing demand for large-scale wind turbines， which require cost reduction and efficiency improvement， has promoted the development of large-diameter thin-walled concrete-filled double-skin steel tubular （CFDST） wind turbine towers. This study systematically investigated the structural stability of CFDST towers during concrete casting through both theoretical analysis and experimental studies. A scaled model test was designed based on similarity theory. Pressure sensors and three-dimensional digital image correlation （DIC） technology were employed to monitor the real-time deformation of the steel tube walls and the pressure transmission in the concrete during pouring. A three-dimensional numerical model was developed to study the effects of concrete pouring height， temporary support arrangement， and steel tube diameter-to-thickness ratio on structural deformation. The results showed that the inner steel tube exhibited significantly lower stability than the outer one and was more likely to experience elastic instability during casting. Among the influencing factors， the diameter-to-thickness ratio， pouring height， and support spacing all affected wall deformation， with support spacing having the most significant impact. The findings offer theoretical support and practical guidance for the construction of large-diameter CFDST wind turbine towers.
2026, 56(8): 158-168.
doi: 10.3724/j.gyjzG25071703
Abstract:
To enhance the mechanical properties and environmental sustainability of ECC， the reclaimed asphalt pavement （RAP） was crushed into powder and fine sand to fully replace silica sand in engineered cementitious composites （ECC）， developing RAP-ECC materials. To investigate the mechanical properties， strain hardening and fracture characteristics， microstructure， and sustainability of RAP-ECC， this study first measured the asphalt content in RAP using centrifugal separation. Uniaxial tensile， compressive， and four-point bending tests were conducted on RAP-ECC with different RAP incorporation ratios （0%， 25%， 50%， 60%， 100%）. Subsequently， three-point bending and single-crack tensile tests were performed on the optimal RAP-ECC mix. Furthermore， scanning electron microscopy was used to analyze the fiber failure conditions and the microstructure of the interfacial transition zone （ITZ） between the aggregate and matrix in the fractured tensile specimens of RAP-ECC. Finally， a comprehensive evaluation index for RAP-ECC was established by integrating mechanical properties， embodied carbon emissions， and economic efficiency. The results indicate that after uniaxial tension， RAP-ECC exhibited significant strain hardening and multiple microcrack characteristics. The incorporation of RAP improved the tensile， compressive， and flexural strengths of ECC. The first crack strain of RAP-50% was 1.3 times that of ECC， its tensile strength was 1.32 times higher， and its ultimate strain reached 4.68%. Additionally， the flexural strength of RAP-50% thin plates was 1.38 times that of ECC thin plates. The average compressive strength of RAP-60% was approximately 1.25 times that of ECC. However， the incorporation of RAP reduced the ultimate tensile strain， with RAP-50% exhibiting the maximum ultimate tensile strain， which was similar to that of ECC. The calculated PSH values for ECC and RAP-50% were 12.00 and 14.02， respectively， which are greater than 2.7. RAP-50% had the highest value of comprehensive evaluation indicators， which was 74.3% higher than that of ECC， indicating its optimal comprehensive performance.
To enhance the mechanical properties and environmental sustainability of ECC， the reclaimed asphalt pavement （RAP） was crushed into powder and fine sand to fully replace silica sand in engineered cementitious composites （ECC）， developing RAP-ECC materials. To investigate the mechanical properties， strain hardening and fracture characteristics， microstructure， and sustainability of RAP-ECC， this study first measured the asphalt content in RAP using centrifugal separation. Uniaxial tensile， compressive， and four-point bending tests were conducted on RAP-ECC with different RAP incorporation ratios （0%， 25%， 50%， 60%， 100%）. Subsequently， three-point bending and single-crack tensile tests were performed on the optimal RAP-ECC mix. Furthermore， scanning electron microscopy was used to analyze the fiber failure conditions and the microstructure of the interfacial transition zone （ITZ） between the aggregate and matrix in the fractured tensile specimens of RAP-ECC. Finally， a comprehensive evaluation index for RAP-ECC was established by integrating mechanical properties， embodied carbon emissions， and economic efficiency. The results indicate that after uniaxial tension， RAP-ECC exhibited significant strain hardening and multiple microcrack characteristics. The incorporation of RAP improved the tensile， compressive， and flexural strengths of ECC. The first crack strain of RAP-50% was 1.3 times that of ECC， its tensile strength was 1.32 times higher， and its ultimate strain reached 4.68%. Additionally， the flexural strength of RAP-50% thin plates was 1.38 times that of ECC thin plates. The average compressive strength of RAP-60% was approximately 1.25 times that of ECC. However， the incorporation of RAP reduced the ultimate tensile strain， with RAP-50% exhibiting the maximum ultimate tensile strain， which was similar to that of ECC. The calculated PSH values for ECC and RAP-50% were 12.00 and 14.02， respectively， which are greater than 2.7. RAP-50% had the highest value of comprehensive evaluation indicators， which was 74.3% higher than that of ECC， indicating its optimal comprehensive performance.
2026, 56(8): 169-177.
doi: 10.3724/j.gyjzG25082401
Abstract:
The workability and mechanical properties of lightweight ultra-high performance concrete （LUHPC） are greatly affected by its raw material composition. Clarifying the influence law is of great significance for the engineering application of LUHPC. The effects of fly ash content， silica fume content， steel fiber content， and expansion agent content on the workability and mechanical properties of LUHPC were analyzed by orthogonal test method. The optimal mix proportion was obtained based on the intuitive analysis method and the analytic hierarchy process， and the optimal dosage of the expansion agent was further determined in combination with the shrinkage index. The results showed that： 1） With the increase of fly ash content or expansion agent content， both the mechanical properties and slump of LUHPC decreased first and then increased； with the increase of silica fume content， both the mechanical properties and slump first increased and then decreased； with the increase of steel fiber content， the mechanical properties continuously increased while the slump continuously decreased. 2） The steel fiber content had the greatest influence on slump， cubic compressive strength， and axial compressive strength， and the silica fume content had the greatest influence on the splitting tensile strength. 3） The optimal mix proportion， considering both the workability and mechanical properties， was as follows： fly ash content of 28%， silica fume content of 24%， steel fiber content of 2.0%， and expansion agent content of 6%. 4） In the range of 0% -8%， the cube compressive strength， axial compressive strength and slump of LUHPC decreased in varying degrees with the increase of the content of expansive agent， while the splitting tensile strength increased. The optimal content of expansive agent for comprehensive mechanical， shrinkage and working performance indexes was 6%.
The workability and mechanical properties of lightweight ultra-high performance concrete （LUHPC） are greatly affected by its raw material composition. Clarifying the influence law is of great significance for the engineering application of LUHPC. The effects of fly ash content， silica fume content， steel fiber content， and expansion agent content on the workability and mechanical properties of LUHPC were analyzed by orthogonal test method. The optimal mix proportion was obtained based on the intuitive analysis method and the analytic hierarchy process， and the optimal dosage of the expansion agent was further determined in combination with the shrinkage index. The results showed that： 1） With the increase of fly ash content or expansion agent content， both the mechanical properties and slump of LUHPC decreased first and then increased； with the increase of silica fume content， both the mechanical properties and slump first increased and then decreased； with the increase of steel fiber content， the mechanical properties continuously increased while the slump continuously decreased. 2） The steel fiber content had the greatest influence on slump， cubic compressive strength， and axial compressive strength， and the silica fume content had the greatest influence on the splitting tensile strength. 3） The optimal mix proportion， considering both the workability and mechanical properties， was as follows： fly ash content of 28%， silica fume content of 24%， steel fiber content of 2.0%， and expansion agent content of 6%. 4） In the range of 0% -8%， the cube compressive strength， axial compressive strength and slump of LUHPC decreased in varying degrees with the increase of the content of expansive agent， while the splitting tensile strength increased. The optimal content of expansive agent for comprehensive mechanical， shrinkage and working performance indexes was 6%.
2026, 56(8): 178-184.
doi: 10.3724/j.gyjzG25071801
Abstract:
Based on the basic principles of thermodynamics， the driving conditions for water vapor transfer in concrete and the water loss mechanism of steam-cured concrete were analyzed， and the effect of water loss during steam curing on the mechanical strength and microstructure of concrete was studied. The results indicate that higher steam curing temperatures lead to an increase in the number of internal pores in the concrete， while exacerbating the degree of microstructural damage. The water vapor transfer in concrete depends on the partial pressure of water vapor in the atmosphere （i.e.， the absolute humidity） and is independent of the relative air humidity. The air humidity in the surrounding atmosphere is much lower than that in the concrete pores， which drives the water vapor in concrete to evaporate into the atmosphere and causes rapid water loss. This leads to the shrinkage of the concave liquid surface of pore water in concrete， and the shrinkage tends to connect with internal air bubbles， ultimately leading to the inevitable formation of microcracks. The propagation of water loss-induced microcracks is the primary reason for the reduction in concrete strength caused by steam curing.
Based on the basic principles of thermodynamics， the driving conditions for water vapor transfer in concrete and the water loss mechanism of steam-cured concrete were analyzed， and the effect of water loss during steam curing on the mechanical strength and microstructure of concrete was studied. The results indicate that higher steam curing temperatures lead to an increase in the number of internal pores in the concrete， while exacerbating the degree of microstructural damage. The water vapor transfer in concrete depends on the partial pressure of water vapor in the atmosphere （i.e.， the absolute humidity） and is independent of the relative air humidity. The air humidity in the surrounding atmosphere is much lower than that in the concrete pores， which drives the water vapor in concrete to evaporate into the atmosphere and causes rapid water loss. This leads to the shrinkage of the concave liquid surface of pore water in concrete， and the shrinkage tends to connect with internal air bubbles， ultimately leading to the inevitable formation of microcracks. The propagation of water loss-induced microcracks is the primary reason for the reduction in concrete strength caused by steam curing.
2026, 56(8): 185-192.
doi: 10.3724/j.gyjzG25050807
Abstract:
At present， laboratory accelerated corrosion is mostly used to study the corrosion behavior of structural steel in marine atmospheric environment. However， such laboratory simulations cannot simply replicate actual marine atmospheric conditions. Therefore， it is necessary to clarify the correlation between the corrosion behavior of steel in actual marine atmospheric environments and that in laboratory simulation environments. This study investigated the corrosion behavior of Q235 steel in four accelerated corrosion environments. Correlation analysis and acceleration ratio calculations were performed between the corrosion depth and corrosion products from these four groups of test results and the atmospheric corrosion results from Wanning and Qingdao. An investigation was conducted into the influence of factors such as the dry-wet cycle ratio and NaHSO3 concentration. This study aimed to determine how these parameters affect the correlation between the accelerated corrosion test results and the natural corrosion behavior observed in Wanning and Qingdao. Correlation models between marine atmospheric exposure time and laboratory accelerated corrosion time were established for the Wanning and Qingdao regions. The results showed that to achieve a corrosion depth equivalent to 16 years in the marine atmospheric environments of Wanning and Qingdao， the test method using NaCl+0.001mol/L NaHSO3 （1∶3） offered the highest acceleration efficiency， requiring 327.27 hours and 410.78 hours， respectively. However， the method with NaCl+0.02mol/L NaHSO3 （3∶1） exhibited the lowest acceleration efficiency， requiring significantly longer durations of 1436.37 hours and 3170.76 hours， respectively.
At present， laboratory accelerated corrosion is mostly used to study the corrosion behavior of structural steel in marine atmospheric environment. However， such laboratory simulations cannot simply replicate actual marine atmospheric conditions. Therefore， it is necessary to clarify the correlation between the corrosion behavior of steel in actual marine atmospheric environments and that in laboratory simulation environments. This study investigated the corrosion behavior of Q235 steel in four accelerated corrosion environments. Correlation analysis and acceleration ratio calculations were performed between the corrosion depth and corrosion products from these four groups of test results and the atmospheric corrosion results from Wanning and Qingdao. An investigation was conducted into the influence of factors such as the dry-wet cycle ratio and NaHSO3 concentration. This study aimed to determine how these parameters affect the correlation between the accelerated corrosion test results and the natural corrosion behavior observed in Wanning and Qingdao. Correlation models between marine atmospheric exposure time and laboratory accelerated corrosion time were established for the Wanning and Qingdao regions. The results showed that to achieve a corrosion depth equivalent to 16 years in the marine atmospheric environments of Wanning and Qingdao， the test method using NaCl+0.001mol/L NaHSO3 （1∶3） offered the highest acceleration efficiency， requiring 327.27 hours and 410.78 hours， respectively. However， the method with NaCl+0.02mol/L NaHSO3 （3∶1） exhibited the lowest acceleration efficiency， requiring significantly longer durations of 1436.37 hours and 3170.76 hours， respectively.
2026, 56(8): 193-206.
doi: 10.3724/j.gyjzG25072701
Abstract:
With the ongoing digital transformation in the construction industry， construction sites are generating large volumes of heterogeneous and dynamically evolving data from multiple sources， including text， images， speech， and sensors. Traditional rule-based analytical methods are insufficient to fully exploit the complementary information across different modalities and fail to meet the demands of real-time perception and collaborative decision-making. This paper adopted a structured framework consisting of input， task， fusion， challenge， and prospect to systematically review the characteristics of four primary types of modal inputs in construction scenarios and their corresponding task mappings. It analyzed typical applications of multimodal artificial intelligence （AI） in critical functions such as safety monitoring， progress tracking， equipment maintenance， and document processing， demonstrating its value in semantic extraction， behavior recognition， and status modeling. Moreover， it summarized three major fusion strategies at the data， feature， and decision levels， and discussed their technical principles and applicable contexts. The evolution of collaborative system architectures involving edge， cloud， and on-site devices was examined， along with an overview of significant technical challenges， including data heterogeneity， poor model transferability， limited computational resources， and compliance with data privacy regulations. Finally， this paper proposed future research directions， including the integration of domain knowledge， optimization of edge deployment， and reinforcement of standardization efforts， to provide a systematic reference for the ongoing advancement of multimodal AI in intelligent construction.
With the ongoing digital transformation in the construction industry， construction sites are generating large volumes of heterogeneous and dynamically evolving data from multiple sources， including text， images， speech， and sensors. Traditional rule-based analytical methods are insufficient to fully exploit the complementary information across different modalities and fail to meet the demands of real-time perception and collaborative decision-making. This paper adopted a structured framework consisting of input， task， fusion， challenge， and prospect to systematically review the characteristics of four primary types of modal inputs in construction scenarios and their corresponding task mappings. It analyzed typical applications of multimodal artificial intelligence （AI） in critical functions such as safety monitoring， progress tracking， equipment maintenance， and document processing， demonstrating its value in semantic extraction， behavior recognition， and status modeling. Moreover， it summarized three major fusion strategies at the data， feature， and decision levels， and discussed their technical principles and applicable contexts. The evolution of collaborative system architectures involving edge， cloud， and on-site devices was examined， along with an overview of significant technical challenges， including data heterogeneity， poor model transferability， limited computational resources， and compliance with data privacy regulations. Finally， this paper proposed future research directions， including the integration of domain knowledge， optimization of edge deployment， and reinforcement of standardization efforts， to provide a systematic reference for the ongoing advancement of multimodal AI in intelligent construction.
2026, 56(8): 207-215.
doi: 10.3724/j.gyjzG25032702
Abstract:
BIM has high efficiency in modeling complex structures but lacks sufficient capabilities for model calculation and analysis. In contrast， FEM provides strong computational and analytical functions but is less efficient in modeling complex geometries. Considering that Revit software has the advantages of 3D visualization and parametric modeling but lacks the functions of calculation and analysis， while ABAQUS offers powerful finite element calculation and analysis but suffers from low modeling efficiency for complex irregular models， this paper proposes a method for transforming BIM models to FEM models. This approach effectively combines the advantages of 3D visualization and powerful finite element calculation of the two tools. The proposed method involves reading model data from Revit， exporting it as a SAT file， and importing it into ABAQUS to generate an InP file， thereby achieving model data conversion using the SAT format. Through the development and practice in an actual subway interval shield tunneling project involving underpassing bridge piles， the results show that using SAT data files can greatly improve the efficiency of building complex structural models in geotechnical finite element analysis. The improvement is particularly notable for projects requiring repeated modeling and calculation analysis， underscoring the method’s important reference value for engineering practice.
BIM has high efficiency in modeling complex structures but lacks sufficient capabilities for model calculation and analysis. In contrast， FEM provides strong computational and analytical functions but is less efficient in modeling complex geometries. Considering that Revit software has the advantages of 3D visualization and parametric modeling but lacks the functions of calculation and analysis， while ABAQUS offers powerful finite element calculation and analysis but suffers from low modeling efficiency for complex irregular models， this paper proposes a method for transforming BIM models to FEM models. This approach effectively combines the advantages of 3D visualization and powerful finite element calculation of the two tools. The proposed method involves reading model data from Revit， exporting it as a SAT file， and importing it into ABAQUS to generate an InP file， thereby achieving model data conversion using the SAT format. Through the development and practice in an actual subway interval shield tunneling project involving underpassing bridge piles， the results show that using SAT data files can greatly improve the efficiency of building complex structural models in geotechnical finite element analysis. The improvement is particularly notable for projects requiring repeated modeling and calculation analysis， underscoring the method’s important reference value for engineering practice.
2026, 56(8): 216-223.
doi: 10.3724/j.gyjzG25030902
Abstract:
High-strength fluidized solidified soil can be used as a new type of pile foundation material for stiff composite piles， which can significantly improve the bearing capacity of pile foundations and effectively solve anti-floating problems. This paper used slag powder， steel slag powder， and desulfurization gypsum as the main raw materials to prepare curing agents and cement， which were respectively mixed with construction waste redundant soil to prepare high-strength fluidized solidified soil and study its mechanical properties. The results showed that the use of curing agents for preparing high-strength fluidized solidified soil exhibited advantages over cement soil， such as higher strength， lower cost， and lower carbon emissions. The unconfined compressive strength of cured soil samples increased with the increase of curing agent dosage and curing age. With the increase of curing agent dosage， the peak stress and elastic modulus of the stress-strain curve of the cured soil gradually increased， while the peak strain and ultimate strain gradually decreased， indicating that the material exhibited more brittle characteristics. and the internal friction angle of the cured soil decreased， but the cohesion increased significantly， resulting in a significant improvement in shear strength. With the increase of curing agent dosage and confining pressure， the triaxial compressive strength increased.
High-strength fluidized solidified soil can be used as a new type of pile foundation material for stiff composite piles， which can significantly improve the bearing capacity of pile foundations and effectively solve anti-floating problems. This paper used slag powder， steel slag powder， and desulfurization gypsum as the main raw materials to prepare curing agents and cement， which were respectively mixed with construction waste redundant soil to prepare high-strength fluidized solidified soil and study its mechanical properties. The results showed that the use of curing agents for preparing high-strength fluidized solidified soil exhibited advantages over cement soil， such as higher strength， lower cost， and lower carbon emissions. The unconfined compressive strength of cured soil samples increased with the increase of curing agent dosage and curing age. With the increase of curing agent dosage， the peak stress and elastic modulus of the stress-strain curve of the cured soil gradually increased， while the peak strain and ultimate strain gradually decreased， indicating that the material exhibited more brittle characteristics. and the internal friction angle of the cured soil decreased， but the cohesion increased significantly， resulting in a significant improvement in shear strength. With the increase of curing agent dosage and confining pressure， the triaxial compressive strength increased.
2026, 56(8): 224-232.
doi: 10.3724/j.gyjzG25032803
Abstract:
During the freezing construction of saline soil， salt content is a key factor affecting the freezing efficiency. In order to explore the cooling process of sand layer freezing under different salt contents and the influence of salt content on the development of frozen bodies， a numerical simulation model of double-hole freezing of salt-bearing sand layers was established using COMSOL software， focusing on analyzing the freezing temperature field and the development characteristics of frozen bodies. The model comprehensively considers the influence of salt content on freezing temperature， thermal conductivity， specific heat capacity， and unfrozen water content， and the simulation results were compared with experimental data. The results showed that the presence of salt altered the cooling rate of the sand layer. Moreover， due to the lowering of the freezing temperature， the time required for freezing to close （closure time） was significantly prolonged， and the thickness of the frozen wall was noticeably reduced. In addition， variation curves of the freezing temperature， closure time， and frozen wall thickness with respect to the salt content of the sand layer were fitted. Empirical formulas of these important indexes and the salt content of the sand layer were compared and calibrated against the test results to enhance their practical reference value， thereby providing guidance for the construction of the freezing method in saline formations.
During the freezing construction of saline soil， salt content is a key factor affecting the freezing efficiency. In order to explore the cooling process of sand layer freezing under different salt contents and the influence of salt content on the development of frozen bodies， a numerical simulation model of double-hole freezing of salt-bearing sand layers was established using COMSOL software， focusing on analyzing the freezing temperature field and the development characteristics of frozen bodies. The model comprehensively considers the influence of salt content on freezing temperature， thermal conductivity， specific heat capacity， and unfrozen water content， and the simulation results were compared with experimental data. The results showed that the presence of salt altered the cooling rate of the sand layer. Moreover， due to the lowering of the freezing temperature， the time required for freezing to close （closure time） was significantly prolonged， and the thickness of the frozen wall was noticeably reduced. In addition， variation curves of the freezing temperature， closure time， and frozen wall thickness with respect to the salt content of the sand layer were fitted. Empirical formulas of these important indexes and the salt content of the sand layer were compared and calibrated against the test results to enhance their practical reference value， thereby providing guidance for the construction of the freezing method in saline formations.
2026, 56(8): 233-241.
doi: 10.3724/j.gyjzG25031203
Abstract:
The kaolin obtained by dredging exhibits high water content and compressibility， making it difficult to be used directly as a filling material. To address this problem， calcareous sand， cement， and lime were used to stabilize the kaolin. Based on the results of 83 groups of unconfined compressive strength tests， a backpropagation （BP） neural network model was developed to predict the 28-day unconfined compressive strength of the solidified kaolin， and the optimal mix proportion was selected according to the predicted results. The BP neural network model was also compared with a traditional linear regression model. The test results showed that the combined use of the three materials significantly improved the compressive strength of the kaolin. Scanning electron microscope （SEM） observations revealed that an appropriate amount of lime （≤2%） promoted the densification of soil particles， calcareous sand filled the pores and precipitated calcium carbonate， and the hydration products generated by cement formed a dense honeycomb or network structure， collectively contributing to the improvement of the soil's mechanical properties. In terms of model prediction， the BP neural network model yielded a root mean square error of 142.515 and achieved a coefficient of determination of 0.985， whereas the traditional linear regression model showed a root mean square error of 154.203 and a coefficient of determination of 0.979. This indicates that the BP neural network model provides higher prediction accuracy.
The kaolin obtained by dredging exhibits high water content and compressibility， making it difficult to be used directly as a filling material. To address this problem， calcareous sand， cement， and lime were used to stabilize the kaolin. Based on the results of 83 groups of unconfined compressive strength tests， a backpropagation （BP） neural network model was developed to predict the 28-day unconfined compressive strength of the solidified kaolin， and the optimal mix proportion was selected according to the predicted results. The BP neural network model was also compared with a traditional linear regression model. The test results showed that the combined use of the three materials significantly improved the compressive strength of the kaolin. Scanning electron microscope （SEM） observations revealed that an appropriate amount of lime （≤2%） promoted the densification of soil particles， calcareous sand filled the pores and precipitated calcium carbonate， and the hydration products generated by cement formed a dense honeycomb or network structure， collectively contributing to the improvement of the soil's mechanical properties. In terms of model prediction， the BP neural network model yielded a root mean square error of 142.515 and achieved a coefficient of determination of 0.985， whereas the traditional linear regression model showed a root mean square error of 154.203 and a coefficient of determination of 0.979. This indicates that the BP neural network model provides higher prediction accuracy.
2026, 56(8): 242-249.
doi: 10.3724/j.gyjzG25061001
Abstract:
This study investigated the strength evolution patterns and degradation mechanisms of modified red mud-based grouting material （RGM）-solidified soil under wet-dry cycling conditions. Through wet-dry cycling tests， unconfined compressive strength measurements， microstructural analyses （SEM， XRD）， and monitoring of soaking solution chemistry， the durability differences among RGM-solidified soil， ordinary Portland cement （PC）-based solidified soil， and untreated soil were systematically compared. The results indicated that RGM-solidified soil maintained structural integrity after six wet-dry cycles， with a significantly lower strength loss rate （5.65%） than that of PC-based solidified soil （64.08%）. This superiority was attributed to the high stability of RGM hydration products （tobermorite and C-A-S-H gels） and its secondary solidification effect. Microstructural analysis revealed that RGM-solidified soil mitigated degradation by filling pores with cementitious materials and enhancing interparticle bonding. However， accumulated wet-dry stresses eventually caused microcrack propagation and decomposition of the cementitious phase as the number of cycles increased， leading to structural failure. Dynamic variations in soaking solution pH and calcium ion concentration further confirmed hydration product dissolution and reaction progression. The research demonstrates the potential of RGM-solidified soil as a subgrade filler resistant to wet-dry cycling， with degradation mechanisms arising from coupled effects of cyclic swelling-shrinkage stress accumulation and reduced chemical stability of hydration products.
This study investigated the strength evolution patterns and degradation mechanisms of modified red mud-based grouting material （RGM）-solidified soil under wet-dry cycling conditions. Through wet-dry cycling tests， unconfined compressive strength measurements， microstructural analyses （SEM， XRD）， and monitoring of soaking solution chemistry， the durability differences among RGM-solidified soil， ordinary Portland cement （PC）-based solidified soil， and untreated soil were systematically compared. The results indicated that RGM-solidified soil maintained structural integrity after six wet-dry cycles， with a significantly lower strength loss rate （5.65%） than that of PC-based solidified soil （64.08%）. This superiority was attributed to the high stability of RGM hydration products （tobermorite and C-A-S-H gels） and its secondary solidification effect. Microstructural analysis revealed that RGM-solidified soil mitigated degradation by filling pores with cementitious materials and enhancing interparticle bonding. However， accumulated wet-dry stresses eventually caused microcrack propagation and decomposition of the cementitious phase as the number of cycles increased， leading to structural failure. Dynamic variations in soaking solution pH and calcium ion concentration further confirmed hydration product dissolution and reaction progression. The research demonstrates the potential of RGM-solidified soil as a subgrade filler resistant to wet-dry cycling， with degradation mechanisms arising from coupled effects of cyclic swelling-shrinkage stress accumulation and reduced chemical stability of hydration products.
2026, 56(8): 250-257.
doi: 10.3724/j.gyjzG25062705
Abstract:
A large number of earthquake disaster sites have shown that earthquakes are only one of the causes of landslides on high slopes. Sometimes a landslide is caused by a combination of multiple factors. Taking a 90 m super-high disturbed open-pit slope on a mountain highway in Nepal as an example， this study used Slide software to analyze the stability of the slope under different working conditions （dry， rainfall， and earthquake）. The main research focused on the evolution of the seepage field， the dynamic variation of pore water pressure， and the influence of rainfall infiltration of different durations on slope stability. The results showed that： 1） Both earthquakes and rainstorms were detrimental to slope stability， among which the simulation results under the “slope surface water” working condition were conservative， which could easily lead to design redundancy. 2） Continuous rainfall caused the infiltrated rainwater to migrate to the adjacent slope surface， which easily formed surface runoff， resulting in a linear downward trend in slope stability. 3） After the application of systematic anchors combined with drainage measures， the slope stability was significantly improved， verifying the support concept of “solid feet and strong waist， drainage first”. Based on on-site conditions， construction suggestions suitable for high slopes in Nepal’s mountainous areas were proposed.
A large number of earthquake disaster sites have shown that earthquakes are only one of the causes of landslides on high slopes. Sometimes a landslide is caused by a combination of multiple factors. Taking a 90 m super-high disturbed open-pit slope on a mountain highway in Nepal as an example， this study used Slide software to analyze the stability of the slope under different working conditions （dry， rainfall， and earthquake）. The main research focused on the evolution of the seepage field， the dynamic variation of pore water pressure， and the influence of rainfall infiltration of different durations on slope stability. The results showed that： 1） Both earthquakes and rainstorms were detrimental to slope stability， among which the simulation results under the “slope surface water” working condition were conservative， which could easily lead to design redundancy. 2） Continuous rainfall caused the infiltrated rainwater to migrate to the adjacent slope surface， which easily formed surface runoff， resulting in a linear downward trend in slope stability. 3） After the application of systematic anchors combined with drainage measures， the slope stability was significantly improved， verifying the support concept of “solid feet and strong waist， drainage first”. Based on on-site conditions， construction suggestions suitable for high slopes in Nepal’s mountainous areas were proposed.
2026, 56(8): 258-266.
doi: 10.3724/j.gyjzG25031905
Abstract:
Considering the contribution of high-pressure jet grouting reinforcement to the basal-heave stability of a working well has significant engineering value. In this study， finite element software MIDAS GTS NX was used to establish a numerical simulation model for a working well involving high-pressure jet grouting reinforcement. The soil stiffness parameters in the modified Mohr-Coulomb constitutive model were adjusted according to the depth of the soil layer. The accuracy of the numerical simulation model was verified by comparing the results with measurements from a working well in a power pipe gallery in Hangzhou， Zhejiang. Furthermore， the influence of the cohesion of reinforced soils on the basal-heave stability of the working well was investigated. This study found that an increase in the cohesion of reinforced soils could reduce the basal heave of the working well. However， the critical embedding depth of the working well was hardly affected by the cohesion. With the increase in the cohesion of reinforced soils， the surface settlement near the working well and the lateral displacement of the diaphragm wall decreased slightly. There was a significant relationship between the embedding depth and both the maximum surface settlement outside the working well and the maximum lateral displacement of the diaphragm wall. Nevertheless， the influence of the embedding depth on the former was more significant.
Considering the contribution of high-pressure jet grouting reinforcement to the basal-heave stability of a working well has significant engineering value. In this study， finite element software MIDAS GTS NX was used to establish a numerical simulation model for a working well involving high-pressure jet grouting reinforcement. The soil stiffness parameters in the modified Mohr-Coulomb constitutive model were adjusted according to the depth of the soil layer. The accuracy of the numerical simulation model was verified by comparing the results with measurements from a working well in a power pipe gallery in Hangzhou， Zhejiang. Furthermore， the influence of the cohesion of reinforced soils on the basal-heave stability of the working well was investigated. This study found that an increase in the cohesion of reinforced soils could reduce the basal heave of the working well. However， the critical embedding depth of the working well was hardly affected by the cohesion. With the increase in the cohesion of reinforced soils， the surface settlement near the working well and the lateral displacement of the diaphragm wall decreased slightly. There was a significant relationship between the embedding depth and both the maximum surface settlement outside the working well and the maximum lateral displacement of the diaphragm wall. Nevertheless， the influence of the embedding depth on the former was more significant.
2026, 56(8): 267-276.
doi: 10.3724/j.gyjzG25031307
Abstract:
To explore the impact of large-scale reinforcement construction using Metro Jet System （MJS） piles on existing high-speed railway bridges in coastal soft-soil areas and to optimize the construction scheme， this study is based on a large-scale soft-soil foundation reinforcement project along a railway in the Binhai area of Fuzhou. A three-dimensional mechanical model was developed to analyze the influence of both test-pile construction and large-scale reinforcement construction on adjacent existing high-speed railway bridges， and the optimized scheme was subsequently verified through field tests. The results indicated that the MJS test-pile construction induced deformation in the pier platform and pile foundation on the side adjacent to the reinforcement area. Specifically， the settlement of the pier platform was 0.16 mm， the horizontal displacement of the pier platform ranged from 0.45 mm to 0.72 mm， and the deformation of the pier-platform pile foundation varied between 0.27 mm and 0.42 mm. The deformed section of the pile foundation was primarily distributed in the middle and lower parts of the reinforced zone， with displacement increasing gradually from bottom to top with depth. All deformation values remained far below the control limits. For the large-scale MJS reinforcement construction， the differential settlement generated by the vertical construction sequence was 5.1% greater than that of the horizontal sequence and 10.75% greater than that of the outside-in sequence. In other words， the outside-in construction scheme proved to be the most effective， owing to the shielding and isolation effects provided by the piles that had hardened first. The group-pile disturbance effect induced by large-scale MJS pile construction on the high-speed railway bridge cannot be ignored. These findings offer practical guidance for the optimization of on-site construction schemes.
To explore the impact of large-scale reinforcement construction using Metro Jet System （MJS） piles on existing high-speed railway bridges in coastal soft-soil areas and to optimize the construction scheme， this study is based on a large-scale soft-soil foundation reinforcement project along a railway in the Binhai area of Fuzhou. A three-dimensional mechanical model was developed to analyze the influence of both test-pile construction and large-scale reinforcement construction on adjacent existing high-speed railway bridges， and the optimized scheme was subsequently verified through field tests. The results indicated that the MJS test-pile construction induced deformation in the pier platform and pile foundation on the side adjacent to the reinforcement area. Specifically， the settlement of the pier platform was 0.16 mm， the horizontal displacement of the pier platform ranged from 0.45 mm to 0.72 mm， and the deformation of the pier-platform pile foundation varied between 0.27 mm and 0.42 mm. The deformed section of the pile foundation was primarily distributed in the middle and lower parts of the reinforced zone， with displacement increasing gradually from bottom to top with depth. All deformation values remained far below the control limits. For the large-scale MJS reinforcement construction， the differential settlement generated by the vertical construction sequence was 5.1% greater than that of the horizontal sequence and 10.75% greater than that of the outside-in sequence. In other words， the outside-in construction scheme proved to be the most effective， owing to the shielding and isolation effects provided by the piles that had hardened first. The group-pile disturbance effect induced by large-scale MJS pile construction on the high-speed railway bridge cannot be ignored. These findings offer practical guidance for the optimization of on-site construction schemes.
2026, 56(8): 277-285.
doi: 10.3724/j.gyjzG25032406
Abstract:
The spread foundation is the most commonly used cast-in-place foundation type for onshore wind turbines， requiring a large volume of concrete to be poured at one time. Due to factors such as limited site accessibility or adverse weather conditions， construction cold joints may occur during the foundation pouring process as a result of interruptions. Considering that the existence of construction cold joints may have an adverse effect on the safety performance of the wind turbine foundation， this paper takes a 5 MW wind turbine spread foundation as an example and analyzes the mechanical properties of the foundation with construction cold joints. Cold joints are considered at locations such as the base slabs， truncated cones， and columns. A refined finite element model of the wind turbine foundation with and without cold joints was established. The overall performance and interfacial stress conditions of the foundation with and without cold joints were analyzed under extreme conditions， and the fatigue life of the concrete and rebars in the foundation was verified under fatigue conditions. A reinforcement approach was applied for the cold joint interface. The results showed that， compared to the foundation without cold joints， the compressive stress in the concrete of the foundation with cold joints increased but remained within the safe range. Fatigue verification demonstrated that both the concrete and rebars in the foundation with cold joints could meet the 20-year service life requirement. For the base slab cold joints， the slip displacement at the interface exceeded the elastic limit； however， after implementing reinforcement measures， the interfacial slip displacement was maintained within the elastic stage， proving the effectiveness of the approach.
The spread foundation is the most commonly used cast-in-place foundation type for onshore wind turbines， requiring a large volume of concrete to be poured at one time. Due to factors such as limited site accessibility or adverse weather conditions， construction cold joints may occur during the foundation pouring process as a result of interruptions. Considering that the existence of construction cold joints may have an adverse effect on the safety performance of the wind turbine foundation， this paper takes a 5 MW wind turbine spread foundation as an example and analyzes the mechanical properties of the foundation with construction cold joints. Cold joints are considered at locations such as the base slabs， truncated cones， and columns. A refined finite element model of the wind turbine foundation with and without cold joints was established. The overall performance and interfacial stress conditions of the foundation with and without cold joints were analyzed under extreme conditions， and the fatigue life of the concrete and rebars in the foundation was verified under fatigue conditions. A reinforcement approach was applied for the cold joint interface. The results showed that， compared to the foundation without cold joints， the compressive stress in the concrete of the foundation with cold joints increased but remained within the safe range. Fatigue verification demonstrated that both the concrete and rebars in the foundation with cold joints could meet the 20-year service life requirement. For the base slab cold joints， the slip displacement at the interface exceeded the elastic limit； however， after implementing reinforcement measures， the interfacial slip displacement was maintained within the elastic stage， proving the effectiveness of the approach.
2026, 56(8): 286-294.
doi: 10.3724/j.gyjzG25033107
Abstract:
Underground structures frequently suffer from anti-floating failures that induce structural damage， subsequently triggering leakage and even structural collapse. This study addresses the structural damage caused by basement slab water pressure and foundation differential uplift. A three-dimensional finite element model incorporating raft slabs， column piers， and walls was established. Comparative analyses were conducted focusing on two typical working conditions： uniform water pressure and local differential uplift. The stress distribution patterns in raft slabs， evolutionary characteristics of structural displacement fields， and damage initiation and propagation paths were systematically investigated. The results demonstrated that under hydrostatic pressure， stress concentration effects occurred at the interface between raft slab bottoms and column piers， forming through-thickness damage zones that significantly compromised waterproofing performance. In local differential uplift scenarios， damage primarily propagated along the bottom edges of column piers at the boundaries between uplifted and non-uplifted zones. Comparative analysis revealed that global uplift exhibited more uniform stress distribution characteristics than local uplift. This study identified critical weak points in waterproofing systems， including column pier connection interfaces， raft slab edge regions， and wall roots. Enhancement measures were proposed， including arranging additional reinforcement layers， installing flexible waterstops， and optimizing structural stiffness distribution to improve anti-floating and waterproofing performance.
Underground structures frequently suffer from anti-floating failures that induce structural damage， subsequently triggering leakage and even structural collapse. This study addresses the structural damage caused by basement slab water pressure and foundation differential uplift. A three-dimensional finite element model incorporating raft slabs， column piers， and walls was established. Comparative analyses were conducted focusing on two typical working conditions： uniform water pressure and local differential uplift. The stress distribution patterns in raft slabs， evolutionary characteristics of structural displacement fields， and damage initiation and propagation paths were systematically investigated. The results demonstrated that under hydrostatic pressure， stress concentration effects occurred at the interface between raft slab bottoms and column piers， forming through-thickness damage zones that significantly compromised waterproofing performance. In local differential uplift scenarios， damage primarily propagated along the bottom edges of column piers at the boundaries between uplifted and non-uplifted zones. Comparative analysis revealed that global uplift exhibited more uniform stress distribution characteristics than local uplift. This study identified critical weak points in waterproofing systems， including column pier connection interfaces， raft slab edge regions， and wall roots. Enhancement measures were proposed， including arranging additional reinforcement layers， installing flexible waterstops， and optimizing structural stiffness distribution to improve anti-floating and waterproofing performance.
