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2025 Vol. 55, No. 3
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2025, 55(3): 1-11.
doi: 10.3724/j.gyjzG24112010
Abstract:
In order to solve the problems of small construction space， complex detector composition and large number of components faced by the neutrino detector part of the Jinping underground laboratory， the construction steps were determined based on the on-site engineering survey and the space and construction conditions of the Jinping underground laboratory. The beams and columns of the stainless steel tank were prefabricated in factories and installed on site by lifting and welding. The spherical reticulated shell adopted a scheme of installing the inner half as a whole and lifting the outer half in multiple pieces. The Plexiglass glass ball was divided into five layers of monomers， and each layer of monomers was pre-aggregated from multiple small pieces in the hall. Adjacent two layers of monomers were aggregated from bottom to top on-site in the stainless steel tank. The construction process was simulated by using the ABAQUS to analyze the feasibility of the construction scheme.
In order to solve the problems of small construction space， complex detector composition and large number of components faced by the neutrino detector part of the Jinping underground laboratory， the construction steps were determined based on the on-site engineering survey and the space and construction conditions of the Jinping underground laboratory. The beams and columns of the stainless steel tank were prefabricated in factories and installed on site by lifting and welding. The spherical reticulated shell adopted a scheme of installing the inner half as a whole and lifting the outer half in multiple pieces. The Plexiglass glass ball was divided into five layers of monomers， and each layer of monomers was pre-aggregated from multiple small pieces in the hall. Adjacent two layers of monomers were aggregated from bottom to top on-site in the stainless steel tank. The construction process was simulated by using the ABAQUS to analyze the feasibility of the construction scheme.
2025, 55(3): 12-18.
doi: 10.3724/j.gyjzG24112008
Abstract:
In order to obtain the plexiglass ball structural scheme suitable for the Jinping Neutrino Detector， four plexiglass balls and the corresponding supporting schemes were proposed. The maximum stresses on the balls， axial forces of ropes， and structural displacements of the proposed schemes were compared. The load-bearing analysis of the optimized scheme in various working conditions were performed. The results showed that the stress on the ball for Scheme Ⅱ was the largest， and Scheme Ⅳ was the best scheme. In normal working condition， the maximum Mises stress on the plexiglass ball of Scheme Ⅳ was 2.57 MPa， the maximum first principal stress was 2.23 MPa， the maximum axial force of the ropes was 121 kN， and the maximum structural displacement was 182 mm. In the worst working condition， the maximum Mises stress of Scheme Ⅳ was 3.81 MPa， the maximum first principal stress was 4.54 MPa， the maximum cable axial force was 122 kN， and the maximum structural displacement was 184 mm， which could meet the requirements for the bearing capacity.
In order to obtain the plexiglass ball structural scheme suitable for the Jinping Neutrino Detector， four plexiglass balls and the corresponding supporting schemes were proposed. The maximum stresses on the balls， axial forces of ropes， and structural displacements of the proposed schemes were compared. The load-bearing analysis of the optimized scheme in various working conditions were performed. The results showed that the stress on the ball for Scheme Ⅱ was the largest， and Scheme Ⅳ was the best scheme. In normal working condition， the maximum Mises stress on the plexiglass ball of Scheme Ⅳ was 2.57 MPa， the maximum first principal stress was 2.23 MPa， the maximum axial force of the ropes was 121 kN， and the maximum structural displacement was 182 mm. In the worst working condition， the maximum Mises stress of Scheme Ⅳ was 3.81 MPa， the maximum first principal stress was 4.54 MPa， the maximum cable axial force was 122 kN， and the maximum structural displacement was 184 mm， which could meet the requirements for the bearing capacity.
2025, 55(3): 19-26.
doi: 10.3724/j.gyjzG24112007
Abstract:
In order to develop a 500-tonne target material-level detector physical model， the structural scheme for the Jinping neutrino detector has been proposed by drawing on the structural designs of other successfully constructed neutrino detectors. Unlike conventional structural design， the steel structure of the Jinping neutrino detector faces challenges in material selection， multifunctional load-bearing， and construction space constraints to meet the requirements of the ultra-deep underground environment and physical experiments. This paper focused on the analysis of the stainless steel structural design scheme for the Jinping neutrino detector， including the stainless steel frame， stainless steel plates， and stainless steel spherical grid shell. The results demonstrated that the stainless steel frame， plates， and spherical grid shell all met the design requirements for strength and stiffness， confirming the safety and reliability of the stainless steel structural design for the Jinping neutrino detector.
In order to develop a 500-tonne target material-level detector physical model， the structural scheme for the Jinping neutrino detector has been proposed by drawing on the structural designs of other successfully constructed neutrino detectors. Unlike conventional structural design， the steel structure of the Jinping neutrino detector faces challenges in material selection， multifunctional load-bearing， and construction space constraints to meet the requirements of the ultra-deep underground environment and physical experiments. This paper focused on the analysis of the stainless steel structural design scheme for the Jinping neutrino detector， including the stainless steel frame， stainless steel plates， and stainless steel spherical grid shell. The results demonstrated that the stainless steel frame， plates， and spherical grid shell all met the design requirements for strength and stiffness， confirming the safety and reliability of the stainless steel structural design for the Jinping neutrino detector.
2025, 55(3): 27-33.
doi: 10.3724/j.gyjzG24112009
Abstract:
In the Jinping Neutrino Detector， the large-diameter acrylic vessel is filled with water or liquid scintillator as the target material both internally and externally. Due to the density difference between the internal and external liquids， low-background-content fiber ropes with high comprehensive performance are used to secure the sphere and prevent it from floating or sinking. For selecting a high-performance fiber rope suitable for the Jinping neutrino detector， the fracture test on 12-strand braided Technora， Vectran，JX99 and C90 fiber ropes with a diameter of 8 mm were respectively carried out. The results indicated that JX99 and C90 fiber ropes had comparable breaking force and tensile modulus， in which the breaking force of JX99 was 19.17% and 29.01% higher than that of Technora and Vectran fiber ropes， and the tensile modulus of JX99 was also 46.77% and 14.85% higher than that of Technora and Vectran fiber ropes. The preliminary creep test results showed that the Technora fiber rope exhibited superior resistance to rupture under high load levels compared to the other three types of fiber ropes， while its creep strain was comparable to that of the Vectran fiber rope. The JX99 fiber rope demonstrated significant creep strain values of up to 12% at 0.4 times the breaking force and 0.8% under design load conditions， indicating the poorest creep resistance. In contrast， the C90 fiber rope showed the minimal creep strain under design load levels.
In the Jinping Neutrino Detector， the large-diameter acrylic vessel is filled with water or liquid scintillator as the target material both internally and externally. Due to the density difference between the internal and external liquids， low-background-content fiber ropes with high comprehensive performance are used to secure the sphere and prevent it from floating or sinking. For selecting a high-performance fiber rope suitable for the Jinping neutrino detector， the fracture test on 12-strand braided Technora， Vectran，JX99 and C90 fiber ropes with a diameter of 8 mm were respectively carried out. The results indicated that JX99 and C90 fiber ropes had comparable breaking force and tensile modulus， in which the breaking force of JX99 was 19.17% and 29.01% higher than that of Technora and Vectran fiber ropes， and the tensile modulus of JX99 was also 46.77% and 14.85% higher than that of Technora and Vectran fiber ropes. The preliminary creep test results showed that the Technora fiber rope exhibited superior resistance to rupture under high load levels compared to the other three types of fiber ropes， while its creep strain was comparable to that of the Vectran fiber rope. The JX99 fiber rope demonstrated significant creep strain values of up to 12% at 0.4 times the breaking force and 0.8% under design load conditions， indicating the poorest creep resistance. In contrast， the C90 fiber rope showed the minimal creep strain under design load levels.
2025, 55(3): 34-41.
doi: 10.3724/j.gyjzG24112006
Abstract:
The detector of the Jinping Neutrino Experiment （JNE）， located in the China Jinping Underground Laboratory， represents a new generation of hybrid neutrino detectors. Due to factors such as the spatial constraints in the laboratory， the requirements of neutrino physics research， and the management regulations of experiment operation， the selection of the detector and its structure presents a series of challenging issues in engineering design. The detector consists of a stainless steel structure， an acrylic spherical vessel， and a synthetic fiber rope support structure， etc. The stainless steel structure includes a housing for the storage of the shield buffer and a reticulated housing for the photomultiplier tube； the acrylic sphere is the core container of the detector， supported by synthetic fiber ropes. This paper discussed the selection requirements of each part of the detector under the above constraints， and provided a strategic scheme for the design and installation of the detector.
The detector of the Jinping Neutrino Experiment （JNE）， located in the China Jinping Underground Laboratory， represents a new generation of hybrid neutrino detectors. Due to factors such as the spatial constraints in the laboratory， the requirements of neutrino physics research， and the management regulations of experiment operation， the selection of the detector and its structure presents a series of challenging issues in engineering design. The detector consists of a stainless steel structure， an acrylic spherical vessel， and a synthetic fiber rope support structure， etc. The stainless steel structure includes a housing for the storage of the shield buffer and a reticulated housing for the photomultiplier tube； the acrylic sphere is the core container of the detector， supported by synthetic fiber ropes. This paper discussed the selection requirements of each part of the detector under the above constraints， and provided a strategic scheme for the design and installation of the detector.
Reconstruction and Regeneration of Spatial Order：COFCO Xi’an Qujiang Joy City Renewal Design Pratice
2025, 55(3): 42-48.
doi: 10.3724/j.gyjz.G22052401
Abstract:
With the transformation of urban functions and the development of positioning， a large number of existing commercial building models have been unable to adapt to the changes in the consumption needs of contemporary citizens. The renewal design of this project is based on retaining the existing main building， citing scientific design concepts， using the method of "darning" urban architecture to build a new spatial order； extending urban functions to create a unique dual-core "urban living room"， while implanting more new social scenes and lifestyles； retaining the existing architectural texture and creating a unique architectural image； fully tapping the context and spirit of the place to create a charming emotional experience space of the place. It further enhances the vitality of the building space and exerts a strong urban service function.
With the transformation of urban functions and the development of positioning， a large number of existing commercial building models have been unable to adapt to the changes in the consumption needs of contemporary citizens. The renewal design of this project is based on retaining the existing main building， citing scientific design concepts， using the method of "darning" urban architecture to build a new spatial order； extending urban functions to create a unique dual-core "urban living room"， while implanting more new social scenes and lifestyles； retaining the existing architectural texture and creating a unique architectural image； fully tapping the context and spirit of the place to create a charming emotional experience space of the place. It further enhances the vitality of the building space and exerts a strong urban service function.
2025, 55(3): 49-54.
doi: 10.3724/j.gyjz.G23011703
Abstract:
The delight of architecture has always been an architectural attribute as important as firmness and commodity， which emerged from the “venustas” of the Vitruvius era and evolved into the delight of the Pritzker Prize. In the contemporary context， what are the new meanings of architectural delight？ This paper attempted to reinterpret “delight” in terms of psychology and environmental behavior science， and summarized the spatial configuration characteristics corresponding to the specific elements of delight by spatial syntax to reveal people's real spatial experience in buildings.This method and specific elements of subjective experience were applied to post-use evaluation （POE） of buildings to develop and improve the existing post-use evaluation system.
The delight of architecture has always been an architectural attribute as important as firmness and commodity， which emerged from the “venustas” of the Vitruvius era and evolved into the delight of the Pritzker Prize. In the contemporary context， what are the new meanings of architectural delight？ This paper attempted to reinterpret “delight” in terms of psychology and environmental behavior science， and summarized the spatial configuration characteristics corresponding to the specific elements of delight by spatial syntax to reveal people's real spatial experience in buildings.This method and specific elements of subjective experience were applied to post-use evaluation （POE） of buildings to develop and improve the existing post-use evaluation system.
2025, 55(3): 55-63.
doi: 10.3724/j.gyjzG22030705
Abstract:
The settlements and folk houses of Zhuang nationality in Lianshan， Guangdong Province show their unique regional characteristics in terms of culture under the influence of natural terrain conditions， national culture， social security environment and other factors. Taking the Anrenli folk houses in Chenwu Village of Shangshuai Town of the Lianshan Zhuang nationality area in northern Guangdong Province as an example， the paper clarifies that the Zhuang nationality's settlement in Shangshuai Town is built near mountains and fields limited by mountainous terrain conditions， forming a natural ecological pattern of "mountain-water-forest-field-village". Under the influence of humanistic conception and social security environment， the Zhuang folk houses in Anrenli present a multi-family residential building form that pays attention to safety and defense. The survival wisdom from the ancestors of Zhuang nationality in Shangshuai Town was summarized， such as how to adapt to the natural and social environment according to local conditions， and the "settled" and "harmonious" cultural characteristics of folk houses， that is to say， living a stable life and liveing in harmony with others， so as to provide a scientific basis for exploring the strategies of comprehensively promoting rural revitalization， constructing high-quality living environment， and creating national cultural business cards for Lianshan Zhuang nationality region in the new era.
The settlements and folk houses of Zhuang nationality in Lianshan， Guangdong Province show their unique regional characteristics in terms of culture under the influence of natural terrain conditions， national culture， social security environment and other factors. Taking the Anrenli folk houses in Chenwu Village of Shangshuai Town of the Lianshan Zhuang nationality area in northern Guangdong Province as an example， the paper clarifies that the Zhuang nationality's settlement in Shangshuai Town is built near mountains and fields limited by mountainous terrain conditions， forming a natural ecological pattern of "mountain-water-forest-field-village". Under the influence of humanistic conception and social security environment， the Zhuang folk houses in Anrenli present a multi-family residential building form that pays attention to safety and defense. The survival wisdom from the ancestors of Zhuang nationality in Shangshuai Town was summarized， such as how to adapt to the natural and social environment according to local conditions， and the "settled" and "harmonious" cultural characteristics of folk houses， that is to say， living a stable life and liveing in harmony with others， so as to provide a scientific basis for exploring the strategies of comprehensively promoting rural revitalization， constructing high-quality living environment， and creating national cultural business cards for Lianshan Zhuang nationality region in the new era.
2025, 55(3): 64-69.
doi: 10.3724/j.gyjzG22122306
Abstract:
The development strategy of industrial transformation and upgrading has expedited the transition of China's high-precision and cutting-edge enterprises， along with R&D platform development， toward high-end innovative orientations. However， contemporary high-tech industrial parks are confronted with dual challenges of obsolete spatial carrying capacity and innovation vitality deficit. This research investigates the symbiotic design strategies of "Modular Construction" and "Garden-Courtyard Isomorphism"， which aim to elevate the developmental quality of high-tech industrial communities through dual dimensions of industrial requirements and human-centered experiential design. Practice has shown that the collaborative design of modular control and garden construction can achieve the objectives of low-cost， rapid， and high-quality construction of the park，creating a biopharmaceutical science and technology industrial community with a "life" structure and "vitality" quality.
The development strategy of industrial transformation and upgrading has expedited the transition of China's high-precision and cutting-edge enterprises， along with R&D platform development， toward high-end innovative orientations. However， contemporary high-tech industrial parks are confronted with dual challenges of obsolete spatial carrying capacity and innovation vitality deficit. This research investigates the symbiotic design strategies of "Modular Construction" and "Garden-Courtyard Isomorphism"， which aim to elevate the developmental quality of high-tech industrial communities through dual dimensions of industrial requirements and human-centered experiential design. Practice has shown that the collaborative design of modular control and garden construction can achieve the objectives of low-cost， rapid， and high-quality construction of the park，creating a biopharmaceutical science and technology industrial community with a "life" structure and "vitality" quality.
2025, 55(3): 70-77.
doi: 10.3724/j.gyjzG22103109
Abstract:
The mountainous region of northwest Yunnan is inhabited by ethnic minorities such as Tibet， Lisu and Naxi， and has historically been an important area for multi-ethnic cultural exchanges and integration in China， carrying rich historical and cultural heritage. According to the geographical names， statistical data， vector maps and fieldwork data of the "three counties and one city" in northwest Yunnan， the GIS platform was used to excavate the historical data of Tibetan settlements. Combined with the current topography and geomorphology， climate， ecosystem and other information， the spatial distribution characteristics of Tibetan settlements in the mountains of northwest Yunnan were counted， and the Getis-ord General G function was used to analyze. The results showed that Tibetan settlements were predominantly distributed at elevations ranging from 3000 m to 3500 m， on slopes with gradients of 5°-15°， facing south and southwest.These areas received an annual precipitation of 500-600 mm， with an average annual temperature ranging from 5 ℃ to 10 ℃.The settlements were typically located within the 400-800 m river buffer zone and the forest ecosystem. The results of spatial point model analysis showed that Tibetan settlements were clustered at high values in elevation， annual precipitation， annual average temperature， and river buffer zone.
The mountainous region of northwest Yunnan is inhabited by ethnic minorities such as Tibet， Lisu and Naxi， and has historically been an important area for multi-ethnic cultural exchanges and integration in China， carrying rich historical and cultural heritage. According to the geographical names， statistical data， vector maps and fieldwork data of the "three counties and one city" in northwest Yunnan， the GIS platform was used to excavate the historical data of Tibetan settlements. Combined with the current topography and geomorphology， climate， ecosystem and other information， the spatial distribution characteristics of Tibetan settlements in the mountains of northwest Yunnan were counted， and the Getis-ord General G function was used to analyze. The results showed that Tibetan settlements were predominantly distributed at elevations ranging from 3000 m to 3500 m， on slopes with gradients of 5°-15°， facing south and southwest.These areas received an annual precipitation of 500-600 mm， with an average annual temperature ranging from 5 ℃ to 10 ℃.The settlements were typically located within the 400-800 m river buffer zone and the forest ecosystem. The results of spatial point model analysis showed that Tibetan settlements were clustered at high values in elevation， annual precipitation， annual average temperature， and river buffer zone.
2025, 55(3): 78-87.
doi: 10.3724/j.gyjz.G22031412
Abstract:
Based on the concept of restorable function， a new type of portal steel pier structure with replaceable energy-consuming steel plates was proposed. To investigate the seismic performance of a new type of portal steel bridge pier under axial force and horizontal repeated load， six specimens were tested under quasi-static loading. Based on the analysis of test phenomenon， displacement-load curve， skeleton curve， displacement ductility coefficient and stiffness degradation coefficient， the effects of the main variation parameters such as energy dissipation plate strength， axial compression ratio，and width-thickness ratio on the seismic performance of the new type of portal steel bridge piers were discussed. The results showed that the bearing capacity and displacement ductility coefficient of the new type of portal steel bridge pier specimens were significantly improved by installing replaceable energy-dissipating panels， and the cumulative hysteretic energy dissipation of the specimens increased significantly. The axial compression ratio and the width-thickness ratio of the built-in energy-dissipating panel had great influence on the seismic performance of specimens. Reducing the axial compression ratio could effectively delay the failure of the specimens and improve the cumulative hysteretic energy consumption and restorability of the specimens. Increasing the width-hickness ratio of the built-in energy-dissipating panels could improve the deformation capacity and energy dissipation capacity of the new type of portal steel bridge piers， which was conducive to improving the seismic performance and restorability of the new type of portal steel bridge piers.
Based on the concept of restorable function， a new type of portal steel pier structure with replaceable energy-consuming steel plates was proposed. To investigate the seismic performance of a new type of portal steel bridge pier under axial force and horizontal repeated load， six specimens were tested under quasi-static loading. Based on the analysis of test phenomenon， displacement-load curve， skeleton curve， displacement ductility coefficient and stiffness degradation coefficient， the effects of the main variation parameters such as energy dissipation plate strength， axial compression ratio，and width-thickness ratio on the seismic performance of the new type of portal steel bridge piers were discussed. The results showed that the bearing capacity and displacement ductility coefficient of the new type of portal steel bridge pier specimens were significantly improved by installing replaceable energy-dissipating panels， and the cumulative hysteretic energy dissipation of the specimens increased significantly. The axial compression ratio and the width-thickness ratio of the built-in energy-dissipating panel had great influence on the seismic performance of specimens. Reducing the axial compression ratio could effectively delay the failure of the specimens and improve the cumulative hysteretic energy consumption and restorability of the specimens. Increasing the width-hickness ratio of the built-in energy-dissipating panels could improve the deformation capacity and energy dissipation capacity of the new type of portal steel bridge piers， which was conducive to improving the seismic performance and restorability of the new type of portal steel bridge piers.
2025, 55(3): 88-99.
doi: 10.3724/j.gyjz.G22122203
Abstract:
Compared with simple edge stiffeners， complex edge stiffeners have been widely used in design because of their superior performance in limiting plate buckling and improving local stability. However， most research on complex edge stiffeners is qualitative. In this paper， based on the buckling performance analysis of the plate under uniform compression， the judgment principle based on the buckling half-wavelength and buckling coefficient was put forward. The limits and configuration of the complex edge stiffeners were analyzed and suggested. The minimum limit of edge stiffeners was based on the principle of whether the stiffness was greater than the minimum edge stiffness and the buckling half-wavelength was less than the width of plates. The maximum limit of the edge stiffeners was based on the principle of whether the uniformly compressed plate buckled before the stiffened plate and the economic consideration. Based on the comparison and analysis of the Chinese and American codes on simple edge stiffeners， the limits were determined：the minimum limit met the requirements that the buckling half-wavelength was equal to the width of the stiffened plate or the buckling coefficient was greater than 4.24， and the maximum limit was no more than the width of the stiffened plate. Based on the parametric analysis of the complex edge stiffeners， the design table and calculation formula of the limits of height-thickness ratios were obtained. Based on the optimization algorithm， the suggestions and the optimum size of complex edge stiffeners of cold-formed uniformly compressed plates were obtained with consideration of economy and mechanics.
Compared with simple edge stiffeners， complex edge stiffeners have been widely used in design because of their superior performance in limiting plate buckling and improving local stability. However， most research on complex edge stiffeners is qualitative. In this paper， based on the buckling performance analysis of the plate under uniform compression， the judgment principle based on the buckling half-wavelength and buckling coefficient was put forward. The limits and configuration of the complex edge stiffeners were analyzed and suggested. The minimum limit of edge stiffeners was based on the principle of whether the stiffness was greater than the minimum edge stiffness and the buckling half-wavelength was less than the width of plates. The maximum limit of the edge stiffeners was based on the principle of whether the uniformly compressed plate buckled before the stiffened plate and the economic consideration. Based on the comparison and analysis of the Chinese and American codes on simple edge stiffeners， the limits were determined：the minimum limit met the requirements that the buckling half-wavelength was equal to the width of the stiffened plate or the buckling coefficient was greater than 4.24， and the maximum limit was no more than the width of the stiffened plate. Based on the parametric analysis of the complex edge stiffeners， the design table and calculation formula of the limits of height-thickness ratios were obtained. Based on the optimization algorithm， the suggestions and the optimum size of complex edge stiffeners of cold-formed uniformly compressed plates were obtained with consideration of economy and mechanics.
2025, 55(3): 100-108.
doi: 10.3724/j.gyjz.G23030301
Abstract:
Offshore wind turbines are composed of wind turbines and support structures， which play an important role in maintaining the stability and safety of wind turbines. To further explore ocean wind energy， new types of tower barrels and substructures which more suitable for ocean environment need to be researched and developed. Tripod structures have been widely used in the water areas where the water depth is between 30 and 40 meters. However， compared with intensive studies on monopile， the research on tripod structures still needs to be conducted. Shaking table tests were conducted on a 1/20 scaled model of an offshore tripod-supported wind turbine tower with blades， as as to investigate the dynamic characteristics of the tripod structure with blades and its dynamic responses under three natural seismic ground motions with a peak ground acceleration of 0.6g， comparing the results of the tripod structure with and without blades， it was found that the natural frequency and seismic response of the model with blades were lower than that without blades. Lateral supports were set around piles to investigate the influence of soil constraint on the structure， and test results showed that compared with the model with braces， the first two-order natural frequencies of the model without braces decreased approximately 7.71% and 10.53%， respectively， and the amplitude ofseismic responses decreased by 6.83%-67.94%.The FEM software ANSYS was used to carry out a time history analysis of the model， and the results of finite element analysis agreed well with the results of experimental investigations.
Offshore wind turbines are composed of wind turbines and support structures， which play an important role in maintaining the stability and safety of wind turbines. To further explore ocean wind energy， new types of tower barrels and substructures which more suitable for ocean environment need to be researched and developed. Tripod structures have been widely used in the water areas where the water depth is between 30 and 40 meters. However， compared with intensive studies on monopile， the research on tripod structures still needs to be conducted. Shaking table tests were conducted on a 1/20 scaled model of an offshore tripod-supported wind turbine tower with blades， as as to investigate the dynamic characteristics of the tripod structure with blades and its dynamic responses under three natural seismic ground motions with a peak ground acceleration of 0.6g， comparing the results of the tripod structure with and without blades， it was found that the natural frequency and seismic response of the model with blades were lower than that without blades. Lateral supports were set around piles to investigate the influence of soil constraint on the structure， and test results showed that compared with the model with braces， the first two-order natural frequencies of the model without braces decreased approximately 7.71% and 10.53%， respectively， and the amplitude ofseismic responses decreased by 6.83%-67.94%.The FEM software ANSYS was used to carry out a time history analysis of the model， and the results of finite element analysis agreed well with the results of experimental investigations.
2025, 55(3): 109-123.
doi: 10.3724/j.gyjz.G22071110
Abstract:
In recent years， the research of prefarbicated buildings is receiving wide attention under the background of the national policy of vigorous promotion. As a new type of prefabricated buildings， the modular steel structure building has various advantages such as high prefabrication， fast construction， high engineering quality，and green environment protection，etc.， which meets the development requirements of industrialization as well as greening in the construction field. The paper introduced the research of modular steel structure systems at home and abroad in recent years， and classified these systems into three forms according to the composition of modules： pure modular structure， module-frame structure and module-core tube structure， and elaborated and summarized the connection structure and mechanical properties of each modular structure system.
In recent years， the research of prefarbicated buildings is receiving wide attention under the background of the national policy of vigorous promotion. As a new type of prefabricated buildings， the modular steel structure building has various advantages such as high prefabrication， fast construction， high engineering quality，and green environment protection，etc.， which meets the development requirements of industrialization as well as greening in the construction field. The paper introduced the research of modular steel structure systems at home and abroad in recent years， and classified these systems into three forms according to the composition of modules： pure modular structure， module-frame structure and module-core tube structure， and elaborated and summarized the connection structure and mechanical properties of each modular structure system.
2025, 55(3): 124-133.
doi: 10.3724/j.gyjz.G22011908
Abstract:
The failure modes and maximum stress evaluation methods of self-supporting steel chimney cylinders under static wind loading were investigated by the combined method of theoretical deduction and the nonlinear finite element analysis considering the influence of the initial circumferential welding geometrical imperfections. It was found that under the wind loading， the reinforced steel chimney cylinders with normal geometries exhibited two failure modes. One was the buckling failure caused by the wind-induced meridional compressive stresses at the bottom circumferential weld， the other was the strength failure caused by the meridional tensile stresses reaching the yielding strength in the tension area at the bottom windward meridian. The correction factors for the maximum meridional compressive stresses and tensile stresses were produced. The accurate values of the maximum stresses could be obtained by modifying the theoretical values of the maximum stresses calculated according to the cantilever beam theory. The main influencing parameters of the stress correction factors were the total height of the chimney， the overall circumferential bending stiffness of the stiffened steel chimney， the height-radius ratio and the radius-thickness ratio of the chimney cylinder. Based on a great many of computation results， the evaluation formulas of the maximum stresses of the chimney cylinder were proposed.
The failure modes and maximum stress evaluation methods of self-supporting steel chimney cylinders under static wind loading were investigated by the combined method of theoretical deduction and the nonlinear finite element analysis considering the influence of the initial circumferential welding geometrical imperfections. It was found that under the wind loading， the reinforced steel chimney cylinders with normal geometries exhibited two failure modes. One was the buckling failure caused by the wind-induced meridional compressive stresses at the bottom circumferential weld， the other was the strength failure caused by the meridional tensile stresses reaching the yielding strength in the tension area at the bottom windward meridian. The correction factors for the maximum meridional compressive stresses and tensile stresses were produced. The accurate values of the maximum stresses could be obtained by modifying the theoretical values of the maximum stresses calculated according to the cantilever beam theory. The main influencing parameters of the stress correction factors were the total height of the chimney， the overall circumferential bending stiffness of the stiffened steel chimney， the height-radius ratio and the radius-thickness ratio of the chimney cylinder. Based on a great many of computation results， the evaluation formulas of the maximum stresses of the chimney cylinder were proposed.
2025, 55(3): 134-141.
doi: 10.3724/j.gyjzG23040703
Abstract:
According to the failure modes of perforated plates fabricated from Q460D steel and Q690D steel in the fatigue test， taking an ellipsoidal fracture model as the instability propagation （fracture） criterion of fatigue cracks， the instability propagation area， the area and the length of initiation and stable propagation of fatigue cracks were theoretically calculated. Taking the ellipsoidal fracture model as the cracking criterion of crack tips， the propagation of fatigue cracks in perforated plates fabricated from Q460D steel and Q690D steel with elliptical cylinder fatigue crack was numerically simulated. The numerical calculation of stress field of fatigue crack propagation showed that the peaks of the relative stresses （σ1/fy，σ2/fy，σ3/fy）， stress triaxiality σm/σseq and cracking index Ic were located at the crack tips with high stress concentration. The unstable propagation area of fatigue cracks was fully plastic， and the average cracking index Ic≈1.0. The stress constraint coefficient along the width of the plate was about 0.28， and there was almost no constraint stress along the thickness of the plate. According to the experimental fatigue life of perforated plates fabricated from Q460D steel and Q690D steel，and the fatigue crack initiation and stable propagation length calculated numerically， the parameters of the fatigue life calculation model which uniformly calculated the fatigue crack initiation and stable propagation life were calibrated. The calculation results of the fatigue life of perforated plates fabricated from Q460D steel and Q690D steel showed that the fatigue life of the perforated plates increasesd with the increase of the strength of structural steel， and different quantitative fatigue life calculation models should be adopted for the perforated plates fabricated from high-strength steels with different strength grades. The fatigue life calculation formula with the same allowable stress amplitude recommended in China’s current code was adopted to calculate the fatigue life of the perforated plates fabricated from Q460D steel and Q690D steel. The calculation error of the fatigue life formula with allowable stress amplitudes recommended in China’s current codes was -76.2%--14.3%. The calculation error of the fatigue life calculation model which uniformly calculated the fatigue crack initiation and stable propagation life was -61.8%--0.01% and the calculation accuracy was higher than that of the fatigue life calculation formula with the same allowable stress amplitude recommended in China’s current codes.
According to the failure modes of perforated plates fabricated from Q460D steel and Q690D steel in the fatigue test， taking an ellipsoidal fracture model as the instability propagation （fracture） criterion of fatigue cracks， the instability propagation area， the area and the length of initiation and stable propagation of fatigue cracks were theoretically calculated. Taking the ellipsoidal fracture model as the cracking criterion of crack tips， the propagation of fatigue cracks in perforated plates fabricated from Q460D steel and Q690D steel with elliptical cylinder fatigue crack was numerically simulated. The numerical calculation of stress field of fatigue crack propagation showed that the peaks of the relative stresses （σ1/fy，σ2/fy，σ3/fy）， stress triaxiality σm/σseq and cracking index Ic were located at the crack tips with high stress concentration. The unstable propagation area of fatigue cracks was fully plastic， and the average cracking index Ic≈1.0. The stress constraint coefficient along the width of the plate was about 0.28， and there was almost no constraint stress along the thickness of the plate. According to the experimental fatigue life of perforated plates fabricated from Q460D steel and Q690D steel，and the fatigue crack initiation and stable propagation length calculated numerically， the parameters of the fatigue life calculation model which uniformly calculated the fatigue crack initiation and stable propagation life were calibrated. The calculation results of the fatigue life of perforated plates fabricated from Q460D steel and Q690D steel showed that the fatigue life of the perforated plates increasesd with the increase of the strength of structural steel， and different quantitative fatigue life calculation models should be adopted for the perforated plates fabricated from high-strength steels with different strength grades. The fatigue life calculation formula with the same allowable stress amplitude recommended in China’s current code was adopted to calculate the fatigue life of the perforated plates fabricated from Q460D steel and Q690D steel. The calculation error of the fatigue life formula with allowable stress amplitudes recommended in China’s current codes was -76.2%--14.3%. The calculation error of the fatigue life calculation model which uniformly calculated the fatigue crack initiation and stable propagation life was -61.8%--0.01% and the calculation accuracy was higher than that of the fatigue life calculation formula with the same allowable stress amplitude recommended in China’s current codes.
2025, 55(3): 142-148.
doi: 10.3724/j.gyjzG22050602
Abstract:
The new-type grille composite formwork is composed of integral aluminum alloy grilles， plastic templates and adjustable supports. Taking the integral aluminum alloy grille as the object， experimental study and finite element analysis of its flexural performance were carried out under vertical uniformly distributed loads. The results showed that the bending deformation and stress test data of the grille were basically consistent with the finite element calculation results， so the application scope of the grille was determined， that is， it would be suitable for the formwork construction of the concrete floor with thickness less than 350 mm. Its maximum bearing load was 8.79 kN/m2， which was controlled by the secondary ridge stiffness. On this basis， according to the force characteristics of the grille， a simplified calculation method， which is easy to apply， safe and feasible， was proposed. This method could quickly evaluate the force state of the grille.
The new-type grille composite formwork is composed of integral aluminum alloy grilles， plastic templates and adjustable supports. Taking the integral aluminum alloy grille as the object， experimental study and finite element analysis of its flexural performance were carried out under vertical uniformly distributed loads. The results showed that the bending deformation and stress test data of the grille were basically consistent with the finite element calculation results， so the application scope of the grille was determined， that is， it would be suitable for the formwork construction of the concrete floor with thickness less than 350 mm. Its maximum bearing load was 8.79 kN/m2， which was controlled by the secondary ridge stiffness. On this basis， according to the force characteristics of the grille， a simplified calculation method， which is easy to apply， safe and feasible， was proposed. This method could quickly evaluate the force state of the grille.
2025, 55(3): 149-159.
doi: 10.3724/j.gyjzG24032507
Abstract:
The simplified assumptions of stress distribution are used in the existing coupling method based on energy conservation， which leads to the stress distortion near the connected interface， influences the performance analysis of the key components， and reduces the reliability of the whole model. Therefore， the establishment method of the refined stress distribution at the connected interface was proposed， in order to realize the deformation coordination and stress continuity at the connected interface of a structural multi-scale mode. Firstly， the multipoint constraint equation required for interface coupling was derived based on the principle of energy conservation； secondly， the establishment method of calculation model and the determination method of the refined stress distribution were studied； thirdly， the coefficient matrix of the multipoint constraint equation was determined by using the refined stress distribution and the selected element shape functions， and then the coupling state of different dimensional elements was realized； finally， the multi-scale models with various cross-section forms were established based on the different coupling methods， the numerical simulation results were compared and analyzed to validate the feasibility and effectiveness of the proposed method， which shown that the von Mises and displacement errors of the model established based on the proposed method could be reduced to below 2%， and the computation time could be improved by approximately 10%.
The simplified assumptions of stress distribution are used in the existing coupling method based on energy conservation， which leads to the stress distortion near the connected interface， influences the performance analysis of the key components， and reduces the reliability of the whole model. Therefore， the establishment method of the refined stress distribution at the connected interface was proposed， in order to realize the deformation coordination and stress continuity at the connected interface of a structural multi-scale mode. Firstly， the multipoint constraint equation required for interface coupling was derived based on the principle of energy conservation； secondly， the establishment method of calculation model and the determination method of the refined stress distribution were studied； thirdly， the coefficient matrix of the multipoint constraint equation was determined by using the refined stress distribution and the selected element shape functions， and then the coupling state of different dimensional elements was realized； finally， the multi-scale models with various cross-section forms were established based on the different coupling methods， the numerical simulation results were compared and analyzed to validate the feasibility and effectiveness of the proposed method， which shown that the von Mises and displacement errors of the model established based on the proposed method could be reduced to below 2%， and the computation time could be improved by approximately 10%.
2025, 55(3): 160-165.
doi: 10.3724/j.gyjzG23071408
Abstract:
The dual-lintel-column joints in traditional style buildings have special construction， and their most obvious feature is that the dual-lintel divide the joint domain into three core zones from top to bottom. In order to study the mechanical mechanism of circle tubular steel column- I-shaped section dual-lintel joints in traditional style buildings， two all-welded inner joints and two all-welded exterior joints were tested in the quasi-static test. The wall thickness of the core zone was weakened in order to obtain the damage mechanism in the core zone of the joints. The test results indicated that the core area of the dual-lintel joint had three core zones， which consisted of upper lintels， lower lintels and circle tubular steel columns. The three zones of I-shaped section dual-lintel joints in traditional style buildings differed in their stresses， and were overall concentrated in the middle and lower core zones of the joint， with the lower core zone being the main damage area. The middle core zone was dominated by severe lateral buckling， while the lower core zone was deformed by bending shear in the direction of diagonal depression. The final damage of the inner joint was that the base material at the lower end of the lower core was torn and the crack passed through the welding process hole， whereas the failure mode of the exterior joint was the fracture of the weld between the upper flange of the upper beam and the column. The maximum shear stress of the lower core of the joint was derived， and the shear stress factor in the lower core was corrected considering the effects of axial compression ratio and joint form based on the test results.
The dual-lintel-column joints in traditional style buildings have special construction， and their most obvious feature is that the dual-lintel divide the joint domain into three core zones from top to bottom. In order to study the mechanical mechanism of circle tubular steel column- I-shaped section dual-lintel joints in traditional style buildings， two all-welded inner joints and two all-welded exterior joints were tested in the quasi-static test. The wall thickness of the core zone was weakened in order to obtain the damage mechanism in the core zone of the joints. The test results indicated that the core area of the dual-lintel joint had three core zones， which consisted of upper lintels， lower lintels and circle tubular steel columns. The three zones of I-shaped section dual-lintel joints in traditional style buildings differed in their stresses， and were overall concentrated in the middle and lower core zones of the joint， with the lower core zone being the main damage area. The middle core zone was dominated by severe lateral buckling， while the lower core zone was deformed by bending shear in the direction of diagonal depression. The final damage of the inner joint was that the base material at the lower end of the lower core was torn and the crack passed through the welding process hole， whereas the failure mode of the exterior joint was the fracture of the weld between the upper flange of the upper beam and the column. The maximum shear stress of the lower core of the joint was derived， and the shear stress factor in the lower core was corrected considering the effects of axial compression ratio and joint form based on the test results.
2025, 55(3): 166-175.
doi: 10.3724/j.gyjzG24022914
Abstract:
In order to study the whiplash effect of reinforced concrete group silos under earthquakes， a 1∶25 scaled test model for a 1×3 group silos combined with a two-storey building above the silo top was designed， and the shaking table test under different seismic excitation was carried out with empty， half and full silos in X- and Y-direction，the acceleration and displacement response analysis of the building above the top of silos was conducted.The Dracker-Prager model was used to simulate the grain particles inside the silos， and finite element models of group and single silos with buildings on the top of silos were established.The seismic effect amplification factors of the building above the top of column-supported silo structure were obtained by dynamic time-history analysis. The results indicated that the acceleration amplification factors of the building above the top of silos decreased as the storage weight increases. The displacement response of the building above the top of soils had obvious amplification compared with the lower part of silos， and the amplification effect was more obvious with the increase of the storage weight. In the three storage conditions of empty， half and full， the seismic action amplification factors of the first floor of the building above the top of soils in X- and Y-direction are 3.74 and 2.38， 2.77 and 2.11， 2.04 and 1.64， respectively， and the amplification factors of the second floor were 3.28 and 1.98， 2.56 and 1.79， 1.83 and 1.37， respectively. The storage condition and the direction of earthquake action had a significant effect on the whiplash effect of the building above the top of soils.In the same conditions， the seismic action amplification factors of single silo were 1.2 to 1.9 times that of group silos.
In order to study the whiplash effect of reinforced concrete group silos under earthquakes， a 1∶25 scaled test model for a 1×3 group silos combined with a two-storey building above the silo top was designed， and the shaking table test under different seismic excitation was carried out with empty， half and full silos in X- and Y-direction，the acceleration and displacement response analysis of the building above the top of silos was conducted.The Dracker-Prager model was used to simulate the grain particles inside the silos， and finite element models of group and single silos with buildings on the top of silos were established.The seismic effect amplification factors of the building above the top of column-supported silo structure were obtained by dynamic time-history analysis. The results indicated that the acceleration amplification factors of the building above the top of silos decreased as the storage weight increases. The displacement response of the building above the top of soils had obvious amplification compared with the lower part of silos， and the amplification effect was more obvious with the increase of the storage weight. In the three storage conditions of empty， half and full， the seismic action amplification factors of the first floor of the building above the top of soils in X- and Y-direction are 3.74 and 2.38， 2.77 and 2.11， 2.04 and 1.64， respectively， and the amplification factors of the second floor were 3.28 and 1.98， 2.56 and 1.79， 1.83 and 1.37， respectively. The storage condition and the direction of earthquake action had a significant effect on the whiplash effect of the building above the top of soils.In the same conditions， the seismic action amplification factors of single silo were 1.2 to 1.9 times that of group silos.
2025, 55(3): 176-180.
doi: 10.3724/j.gyjzG23021701
Abstract:
For the double-layer bidirectional orthogonal saddle-shaped cable network structure with large openings， a 1∶10 scale model test study was conducted for the construction of the superstructure of the Xi'an International Football Center project as a background. The experimental results were in good agreement with the finite element calculation results， verifying the accuracy of the finite element model and simulation method.
For the double-layer bidirectional orthogonal saddle-shaped cable network structure with large openings， a 1∶10 scale model test study was conducted for the construction of the superstructure of the Xi'an International Football Center project as a background. The experimental results were in good agreement with the finite element calculation results， verifying the accuracy of the finite element model and simulation method.
2025, 55(3): 181-187.
doi: 10.3724/j.gyjzG23052501
Abstract:
When calculating the bearing capacity of T-stud joints in tension， the effect of prying force cannot be ignored. Domestic standards Technical Specification for High Strength Bolted Connection of Steel Structure （JGJ 82-2011）， Code for Design of Boiler Steel Structure （GB/T 22395-2008） and Technical Specification for Steel Structure of Portal Rigid Frame Lightweight Building （GB 51022-2015）， etc. have directly or indirectly introduced the influence of prying force. However， compared with European and American standards， the connection joints designed according to Chinese standards still have the problems of large number of bolts and large thickness of end plates. Based on the three failure modes of T-stud joints under tension， the calculation formula of the tensile capacity of the joint considering the influence of prying force was deduced， and the correlation curve between the tensile capacity of the joint and the thickness of the T-stud member was obtained. By comparing the formula with the domestic and foreign specifications， the key factors affecting the tensile capacity of the joints were obtained， and the reasons for the conservative design in our country were found out. Suggestions were given on the revision of the design formula for the tensile capacity of the T-stud joints under tension in JGJ 82-2011； the analysis of the examples showed that the design method proposed in the paper was relatively close to the calculation results of the American code and the European code.
When calculating the bearing capacity of T-stud joints in tension， the effect of prying force cannot be ignored. Domestic standards Technical Specification for High Strength Bolted Connection of Steel Structure （JGJ 82-2011）， Code for Design of Boiler Steel Structure （GB/T 22395-2008） and Technical Specification for Steel Structure of Portal Rigid Frame Lightweight Building （GB 51022-2015）， etc. have directly or indirectly introduced the influence of prying force. However， compared with European and American standards， the connection joints designed according to Chinese standards still have the problems of large number of bolts and large thickness of end plates. Based on the three failure modes of T-stud joints under tension， the calculation formula of the tensile capacity of the joint considering the influence of prying force was deduced， and the correlation curve between the tensile capacity of the joint and the thickness of the T-stud member was obtained. By comparing the formula with the domestic and foreign specifications， the key factors affecting the tensile capacity of the joints were obtained， and the reasons for the conservative design in our country were found out. Suggestions were given on the revision of the design formula for the tensile capacity of the T-stud joints under tension in JGJ 82-2011； the analysis of the examples showed that the design method proposed in the paper was relatively close to the calculation results of the American code and the European code.
2025, 55(3): 188-195.
doi: 10.3724/j.gyjzG22101909
Abstract:
To improve the wind uplift capacity of the support of standing seam metal roofing， the paper designed a crimp-type stainless steel seam support. Three group of pull-out tests were conducted to study the loading process and failure modes of different connection parts of the support， and the influence of the thickness of the support on the pull-out resistance of different connection parts was studied. The results indicated that the pull-out resistance of the support was higher than that of the traditional T-code support， which verified the effectiveness and feasibility of the support. The bearing capacity of the connection between tapping screws and the hook of the crimp-type support base was much higher than that of the curved section， thereby the main failure mode of the support was the straightening and detachment of the curved section. Afterward， the finite element model of the pull-out tests was established. On the basis of verifying the reliability of the model， the influence of parameters such as the thickness， length， diameter and steel material of the curved section on the pull-out resistance of the support was studied. It was shown that the pull-out resistance of the curved section of the support increased with the increase of the thickness， length and strength of the curved section， and decreased with the increase of the diameter of the curved section.
To improve the wind uplift capacity of the support of standing seam metal roofing， the paper designed a crimp-type stainless steel seam support. Three group of pull-out tests were conducted to study the loading process and failure modes of different connection parts of the support， and the influence of the thickness of the support on the pull-out resistance of different connection parts was studied. The results indicated that the pull-out resistance of the support was higher than that of the traditional T-code support， which verified the effectiveness and feasibility of the support. The bearing capacity of the connection between tapping screws and the hook of the crimp-type support base was much higher than that of the curved section， thereby the main failure mode of the support was the straightening and detachment of the curved section. Afterward， the finite element model of the pull-out tests was established. On the basis of verifying the reliability of the model， the influence of parameters such as the thickness， length， diameter and steel material of the curved section on the pull-out resistance of the support was studied. It was shown that the pull-out resistance of the curved section of the support increased with the increase of the thickness， length and strength of the curved section， and decreased with the increase of the diameter of the curved section.
2025, 55(3): 196-203.
doi: 10.3724/j.gyjz.G22051810
Abstract:
The canopy with platform columns is a long-span space structure， which is very sensitive to the effect of wind load. At the same time， due to the special function of high-speed railway station， there are relatively few studies on the interaction between the Y-shaped canopy with platform columns and wind load in coastal areas. In order to study the wind pressure distribution characteristics and shape factors of wind load on the surface of the Y-shaped canopy with platform columns in coastal areas， a numerical simulation model of the canopy was established by the Computational Fluid Dynamics （CFD） method for analysis. The results showed that the numerical simulation model established by CFD method was consistent with the experimental results of wind tunnel in the literature and had high credibility； under the action of 0° to 90° directional angle， the wind pressure on the upper surface of the canopy would increased with the increase of wind direction angle， and the wind pressure on the lower surface would not change much， meanwhile， the most unfavorable wind direction angle was determined to be 0°， in which the canopy would produce the tendency of torsional damage and affect the stability of the canopy. The shape factors of wind load of the surface of Y-shaped canopies in coastal areas were obtained in the condition of the most unfavorable wind angle of 0°， the adjacent canopy had little effect on the wind load of the studied canopy.
The canopy with platform columns is a long-span space structure， which is very sensitive to the effect of wind load. At the same time， due to the special function of high-speed railway station， there are relatively few studies on the interaction between the Y-shaped canopy with platform columns and wind load in coastal areas. In order to study the wind pressure distribution characteristics and shape factors of wind load on the surface of the Y-shaped canopy with platform columns in coastal areas， a numerical simulation model of the canopy was established by the Computational Fluid Dynamics （CFD） method for analysis. The results showed that the numerical simulation model established by CFD method was consistent with the experimental results of wind tunnel in the literature and had high credibility； under the action of 0° to 90° directional angle， the wind pressure on the upper surface of the canopy would increased with the increase of wind direction angle， and the wind pressure on the lower surface would not change much， meanwhile， the most unfavorable wind direction angle was determined to be 0°， in which the canopy would produce the tendency of torsional damage and affect the stability of the canopy. The shape factors of wind load of the surface of Y-shaped canopies in coastal areas were obtained in the condition of the most unfavorable wind angle of 0°， the adjacent canopy had little effect on the wind load of the studied canopy.
2025, 55(3): 204-210.
doi: 10.3724/j.gyjz.G23021411
Abstract:
Due to geological and environmental effects， the soil mass has spatial variability. The fluctuation scale of soil parameters is an important parameter for random field simulation when the spatial variability is taken into account. The auto-correlation function method and semi-variation function method are used to calculate the fluctuation scale， which requires the data distribution to be collinear and equidistant. To solve this limitation and estimate horizontal scale of fluctuation in the condition that the location of cone penetration tests （CPT） is neither collinear nor equidistant， it is necessary to preprocess the CPT sounding hole data by the grouping and induction method. The feasibility of the method was verified by calculating the horizontal scales of fluctuation with the CPT data of clay layers in four sites in Hefei by the auto-correlation function method and the semi-variation method. The results showed that it would be best to use the mean column distance （ha） as the group spacing， the （LGS） model was used in the auto-correlation function method， and the semi-variation function method using the （SQX） model was suitable for solving the horizontal scales of fluctuation of non-collinear and non-equidistant sounding holes.
Due to geological and environmental effects， the soil mass has spatial variability. The fluctuation scale of soil parameters is an important parameter for random field simulation when the spatial variability is taken into account. The auto-correlation function method and semi-variation function method are used to calculate the fluctuation scale， which requires the data distribution to be collinear and equidistant. To solve this limitation and estimate horizontal scale of fluctuation in the condition that the location of cone penetration tests （CPT） is neither collinear nor equidistant， it is necessary to preprocess the CPT sounding hole data by the grouping and induction method. The feasibility of the method was verified by calculating the horizontal scales of fluctuation with the CPT data of clay layers in four sites in Hefei by the auto-correlation function method and the semi-variation method. The results showed that it would be best to use the mean column distance （ha） as the group spacing， the （LGS） model was used in the auto-correlation function method， and the semi-variation function method using the （SQX） model was suitable for solving the horizontal scales of fluctuation of non-collinear and non-equidistant sounding holes.
2025, 55(3): 211-222.
doi: 10.3724/j.gyjzG23022605
Abstract:
The release of Technical Specification for Full Recycled Retaining and Protection of Foundation Excavations Engineering （T/CECS 1208—2022） marks the change of unsustainable development concepts such as waste， pollution and high carbon emission of temporary measures for foundation excavation supports. Starting from the origin of steel sheet piles， this paper systematically summarized and analyzed the development process， key research and main engineering application of fully-recycled support technology. The RMA effect of U-shaped steel plates， the cross-section advantage of cap-shaped steel sheet piles， and the expansion of HLC and PLC composite steel piles for fully-recycled retaining structures were introduced. This paper summarized the promotion of engineering demands for steel support technology， introducesd the progress of steel supports transformed from single members such as section steel and steel pipes to spatial systems， and explained how the steel supporting structures such as prestressed fish-bellied beams and string beams to provide a large space for excavation. It is deeply recognized that the construction and improvement of the recycling theory of standard steel members， the strength and stability of the unified theory of residual deformation and cross-section initial defects are the basic support for the fully-recycled support technology. In order to meet the requirements of high-quality development of foundation excavations， it is called for the developing a new type of enclosure steel in the future， promoting the combination of fully-recycled support structures and permanent supports of deep foundation excavations， and endowing standard steel components with automatic identification and intelligent construction capability. The current focus on assembly and recyclability in the industry should be promoted to the concrete actions of fully-recycled and recycling， and the important direction of the implementation of the new development concept in the foundation excavation engineering and the construction of the new pattern is revealed.
The release of Technical Specification for Full Recycled Retaining and Protection of Foundation Excavations Engineering （T/CECS 1208—2022） marks the change of unsustainable development concepts such as waste， pollution and high carbon emission of temporary measures for foundation excavation supports. Starting from the origin of steel sheet piles， this paper systematically summarized and analyzed the development process， key research and main engineering application of fully-recycled support technology. The RMA effect of U-shaped steel plates， the cross-section advantage of cap-shaped steel sheet piles， and the expansion of HLC and PLC composite steel piles for fully-recycled retaining structures were introduced. This paper summarized the promotion of engineering demands for steel support technology， introducesd the progress of steel supports transformed from single members such as section steel and steel pipes to spatial systems， and explained how the steel supporting structures such as prestressed fish-bellied beams and string beams to provide a large space for excavation. It is deeply recognized that the construction and improvement of the recycling theory of standard steel members， the strength and stability of the unified theory of residual deformation and cross-section initial defects are the basic support for the fully-recycled support technology. In order to meet the requirements of high-quality development of foundation excavations， it is called for the developing a new type of enclosure steel in the future， promoting the combination of fully-recycled support structures and permanent supports of deep foundation excavations， and endowing standard steel components with automatic identification and intelligent construction capability. The current focus on assembly and recyclability in the industry should be promoted to the concrete actions of fully-recycled and recycling， and the important direction of the implementation of the new development concept in the foundation excavation engineering and the construction of the new pattern is revealed.
2025, 55(3): 223-230.
doi: 10.3724/j.gyjzG23061402
Abstract:
Modified silica-alumina-based waste material （MRF） was designed and investigated for its potential application in solidifying/stabilizing Pb and Cd contaminated soil. The unconfined compressive strength test， toxic leaching test and microscopic test were used to analyze the effect laws of different MRF dosing， curing age and other parameters on the strength characteristics and toxic leaching characteristics of Pb and Cd contaminated soil. The study showed that when the amount of MRF was 15%， the compressive strength of the cured body and the leaching concentrations of Pb and Cd met the requirements of strength limits of Chinese main road subgrade filler （4.0 MPa） and the concentration limits of Chinese surface water environmental standard V-class water （0.1， 0.01 mg/L）， respectively. With the increase of MRF admixture and maintenance age， the peak stress and breaking strain of the cured body increased and decreased respectively， the compressive strength increased and the leaching concentrations of Pb and Cd decreased. The microstructure of the solidified/stabilized contaminated soil was a highly dense spatial structure， which generated adhesive gels such as AFt， C-S-H and C-A-S-H.
Modified silica-alumina-based waste material （MRF） was designed and investigated for its potential application in solidifying/stabilizing Pb and Cd contaminated soil. The unconfined compressive strength test， toxic leaching test and microscopic test were used to analyze the effect laws of different MRF dosing， curing age and other parameters on the strength characteristics and toxic leaching characteristics of Pb and Cd contaminated soil. The study showed that when the amount of MRF was 15%， the compressive strength of the cured body and the leaching concentrations of Pb and Cd met the requirements of strength limits of Chinese main road subgrade filler （4.0 MPa） and the concentration limits of Chinese surface water environmental standard V-class water （0.1， 0.01 mg/L）， respectively. With the increase of MRF admixture and maintenance age， the peak stress and breaking strain of the cured body increased and decreased respectively， the compressive strength increased and the leaching concentrations of Pb and Cd decreased. The microstructure of the solidified/stabilized contaminated soil was a highly dense spatial structure， which generated adhesive gels such as AFt， C-S-H and C-A-S-H.
2025, 55(3): 231-236.
doi: 10.3724/j.gyjzG23010307
Abstract:
Loess is widely distributed in China. In engineering practice， plane strain unloading engineering problems such as foundation excavation， slope excavation and retaining wall will be encountered. Through the true triaxial apparatus of Xi 'an University of Technology modified by plane strain， the study of the lateral unloading stress path in plane strain condition was simulated， and the plane strain unloading shear test of intact loess was carried out. The nonlinear evolution law of lateral stress-strain of intact loess under the lateral unloading stress path of plane strain was revealed， and a composite exponential function was proposed to describe the lateral unloading stress-strain relations of intact loess， and the solution method of model parameters was obtained. The model reflected the influence of moisture content and confining pressure on the lateral stress-strain relations. The parameter solution was simple， and the calculation results were in good agreement with the experimental data， which showed the rationality and accuracy of the established composite exponential model. It can provide a reference for the lateral deformation prediction of unloading loess engineering.
Loess is widely distributed in China. In engineering practice， plane strain unloading engineering problems such as foundation excavation， slope excavation and retaining wall will be encountered. Through the true triaxial apparatus of Xi 'an University of Technology modified by plane strain， the study of the lateral unloading stress path in plane strain condition was simulated， and the plane strain unloading shear test of intact loess was carried out. The nonlinear evolution law of lateral stress-strain of intact loess under the lateral unloading stress path of plane strain was revealed， and a composite exponential function was proposed to describe the lateral unloading stress-strain relations of intact loess， and the solution method of model parameters was obtained. The model reflected the influence of moisture content and confining pressure on the lateral stress-strain relations. The parameter solution was simple， and the calculation results were in good agreement with the experimental data， which showed the rationality and accuracy of the established composite exponential model. It can provide a reference for the lateral deformation prediction of unloading loess engineering.
2025, 55(3): 237-244.
doi: 10.3724/j.gyjzG23120819
Abstract:
The current method of land reclamation is still incomplete. Due to the insufficient understanding of the nature of the silt in the reclamation area by engineering personnel， the design parameters are not accurate enough， making it very easy for problems to occur during the construction process. Therefore， the study first modeled the foundation excavation in the reclamation area and simulated the finite element calculation of the excavation of the foundation excavation. Then the back propagation neural network （BPNN） model was used to establish the nonlinear functional relations between coating parameters and deformation values. Through dynamic back analysis， the BPNN model was used for dynamic back analysis. By utilizing the nonlinear relations between the mechanical parameters in the soil layer and the deformation value of the foundation excavation， four sets of silt layer parameters at different time periods were obtained. The BPNN prediction model was optimized by using Genetic Algorithm （GA）. During the research process， it was found that the structure and number of nodes contained in the hidden layer of the prediction model were directly related to their learning ability. For this purpose， the study used the least squares method to fit and calculate the relevant data， and obtained the optimal combination of hidden layer structures. From this， a deformation prediction model for underground foundation excavation based on silt layer parameters was obtained. Through experiments， the total absolute error of the model was 20.46 mm， and the average prediction accuracy was 98.48%. The deformation patterns of foundation excavation could be accurately predicted based on the parameters obtained from back analysis.
The current method of land reclamation is still incomplete. Due to the insufficient understanding of the nature of the silt in the reclamation area by engineering personnel， the design parameters are not accurate enough， making it very easy for problems to occur during the construction process. Therefore， the study first modeled the foundation excavation in the reclamation area and simulated the finite element calculation of the excavation of the foundation excavation. Then the back propagation neural network （BPNN） model was used to establish the nonlinear functional relations between coating parameters and deformation values. Through dynamic back analysis， the BPNN model was used for dynamic back analysis. By utilizing the nonlinear relations between the mechanical parameters in the soil layer and the deformation value of the foundation excavation， four sets of silt layer parameters at different time periods were obtained. The BPNN prediction model was optimized by using Genetic Algorithm （GA）. During the research process， it was found that the structure and number of nodes contained in the hidden layer of the prediction model were directly related to their learning ability. For this purpose， the study used the least squares method to fit and calculate the relevant data， and obtained the optimal combination of hidden layer structures. From this， a deformation prediction model for underground foundation excavation based on silt layer parameters was obtained. Through experiments， the total absolute error of the model was 20.46 mm， and the average prediction accuracy was 98.48%. The deformation patterns of foundation excavation could be accurately predicted based on the parameters obtained from back analysis.
2025, 55(3): 245-254.
doi: 10.3724/j.gyjz.G23092618
Abstract:
The utilization of recycled aggregate （RA） in the production of recycled aggregate concrete （RAC） is a key method for reusing construction solid waste. However， compared to natural aggregate concrete （NAC）， RAC exhibits poorer resistance to chloride ion （Cl-） ingress. This study aimed to investigate the distribution of Cl- in RAC under one-dimensional chloride ion diffusion， considering the influence of different water-cement ratios （w/c） and recycled aggregate volume fractions （VRCA）. Fick’s second law was used to determine the Cl- diffusion coefficient of RAC.The time-varying models for the chloride ion diffusion coefficient considering the effects of w/c and VRCA were established， and the chloride ion concentration distribution models were modified accordingly. Microhardness testing was conducted to assess the effects of w/c and VRCA on the micro-mechanical properties of each meso-scale material phase， the thickness of the interfacial transition zone （ITZ） in RAC， and volume fractions of multiple material phases in RAC. The results indicated that an increase in w/c led to an increase in the Cl- diffusion coefficient
The utilization of recycled aggregate （RA） in the production of recycled aggregate concrete （RAC） is a key method for reusing construction solid waste. However， compared to natural aggregate concrete （NAC）， RAC exhibits poorer resistance to chloride ion （Cl-） ingress. This study aimed to investigate the distribution of Cl- in RAC under one-dimensional chloride ion diffusion， considering the influence of different water-cement ratios （w/c） and recycled aggregate volume fractions （VRCA）. Fick’s second law was used to determine the Cl- diffusion coefficient of RAC.The time-varying models for the chloride ion diffusion coefficient considering the effects of w/c and VRCA were established， and the chloride ion concentration distribution models were modified accordingly. Microhardness testing was conducted to assess the effects of w/c and VRCA on the micro-mechanical properties of each meso-scale material phase， the thickness of the interfacial transition zone （ITZ） in RAC， and volume fractions of multiple material phases in RAC. The results indicated that an increase in w/c led to an increase in the Cl- diffusion coefficient
