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2025 Vol. 55, No. 4
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2025, 55(4): 1-8.
doi: 10.3724/j.gyjzG24041214
Abstract:
The "15-minute life circle" has become the reference concept for the allocation of public service facilities in most communities， but most of them focus on the research of urban residents. The large number of college students on university campuses also needs to be paid attention to， especially the uneven distribution of facilities and travel difficulties in some large-scale comprehensive university campuses. Under the guidance of the life circle theory， the paper took Wuhan University as an example， firstly divided the basic life circle and extended life circle of the university campus according to the questionnaires combined with the attenuation function. Secondly， ArcGIS was used to analyze the accessibility of objective facilities and the satisfaction of facilities combined with the questionnaires， and the two were compared and analyzed through the comprehensive convenience indexes. Finally， based on these indicators， the existing problems were summarized and optimization strategies were proposed for the spatial layout of existing public service facilities： it was suggested to add shopping and entertainment facilities at the junction of Lakeside living circle and Maple Garden living circle， optimize the layout of dining facilities and supplement the medical facilities of Lakeside living circle， and improve the functional layout of campus life by shortening service distance and improving facility quality.
The "15-minute life circle" has become the reference concept for the allocation of public service facilities in most communities， but most of them focus on the research of urban residents. The large number of college students on university campuses also needs to be paid attention to， especially the uneven distribution of facilities and travel difficulties in some large-scale comprehensive university campuses. Under the guidance of the life circle theory， the paper took Wuhan University as an example， firstly divided the basic life circle and extended life circle of the university campus according to the questionnaires combined with the attenuation function. Secondly， ArcGIS was used to analyze the accessibility of objective facilities and the satisfaction of facilities combined with the questionnaires， and the two were compared and analyzed through the comprehensive convenience indexes. Finally， based on these indicators， the existing problems were summarized and optimization strategies were proposed for the spatial layout of existing public service facilities： it was suggested to add shopping and entertainment facilities at the junction of Lakeside living circle and Maple Garden living circle， optimize the layout of dining facilities and supplement the medical facilities of Lakeside living circle， and improve the functional layout of campus life by shortening service distance and improving facility quality.
2025, 55(4): 9-18.
doi: 10.3724/j.gyjzG24091407
Abstract:
Rural architecture in China currently lacks comprehensive planning and design guidance， and the extensive construction model often overlooks nuanced climate-responsive design， resulting in high energy consumption and poor environmental comfort. This study thoroughly analyzed the current shortcomings of the rural public buildings， summarizing climate-responsive design strategies primarily focused on shading， ventilation， and insulation， from traditional Lingnan buildings to modern Lingnan buildings. Furthermore， taking the Dongxing Village Cultural Activity Center in Dongyuan County as a case， the study explored the integration of climate adaptation with the regional culture of Lingnan Hakka， proposing a green low-carbon pathway. Through ECOTECT quantitative simulation， the effectiveness of the design was validated， including improvements in natural ventilation， daylighting， and thermal comfort. The study demonstrates that passive building strategies based on climate-responsive design can significantly enhance the comfort and energy efficiency of rural public buildings， providing scientific support and practical references for rural architecture design in the Lingnan region.
Rural architecture in China currently lacks comprehensive planning and design guidance， and the extensive construction model often overlooks nuanced climate-responsive design， resulting in high energy consumption and poor environmental comfort. This study thoroughly analyzed the current shortcomings of the rural public buildings， summarizing climate-responsive design strategies primarily focused on shading， ventilation， and insulation， from traditional Lingnan buildings to modern Lingnan buildings. Furthermore， taking the Dongxing Village Cultural Activity Center in Dongyuan County as a case， the study explored the integration of climate adaptation with the regional culture of Lingnan Hakka， proposing a green low-carbon pathway. Through ECOTECT quantitative simulation， the effectiveness of the design was validated， including improvements in natural ventilation， daylighting， and thermal comfort. The study demonstrates that passive building strategies based on climate-responsive design can significantly enhance the comfort and energy efficiency of rural public buildings， providing scientific support and practical references for rural architecture design in the Lingnan region.
2025, 55(4): 19-29.
doi: 10.3724/j.gyjzG24041401
Abstract:
The renewal and transformation of industrial heritage sites guided by culture has become fashionable， but lots of them are capital vassals of consumerism， gradually losing their inherent core of life and cultural diversity. Especially for such renewal projects in central urban areas， their position and value orientation of future development are crucial. Based on the system arrangement of cultural transformation studies and practices of industrial heritage sites， along with an analysis of cultural space development trends， this paper put forward the strategic conception of "universities would be the urban center in the era of knowledge economy" and a pan-university spatial model in order to reshape the cultural core that could support its sustainable development. Later， the construction mechanism of this model was extracted from several aspects of university concept， mode connotation， basic forms， architectural attributes and operation points， then showed a spatial logic oriented toward cultivating creative life and innovative culture as values， constructing new production relations around the uncertainty of innovation activities， combined with the practice of urban design. Finally， the university city prospect in future was preliminarily revealed in order to integrate and reconstruct the innovative space system of pan-university and return to the innovative essence of cities.
The renewal and transformation of industrial heritage sites guided by culture has become fashionable， but lots of them are capital vassals of consumerism， gradually losing their inherent core of life and cultural diversity. Especially for such renewal projects in central urban areas， their position and value orientation of future development are crucial. Based on the system arrangement of cultural transformation studies and practices of industrial heritage sites， along with an analysis of cultural space development trends， this paper put forward the strategic conception of "universities would be the urban center in the era of knowledge economy" and a pan-university spatial model in order to reshape the cultural core that could support its sustainable development. Later， the construction mechanism of this model was extracted from several aspects of university concept， mode connotation， basic forms， architectural attributes and operation points， then showed a spatial logic oriented toward cultivating creative life and innovative culture as values， constructing new production relations around the uncertainty of innovation activities， combined with the practice of urban design. Finally， the university city prospect in future was preliminarily revealed in order to integrate and reconstruct the innovative space system of pan-university and return to the innovative essence of cities.
2025, 55(4): 30-35.
doi: 10.3724/j.gyjzG22031704
Abstract:
High-strength bolts in prefabricated buildings have become the main connection method due to their convenient construction and excellent mechanical properties. In order to study the influence of pre-tension on the fatigue performance and fatigue failure mechanism of high strength bolts for steel structure， the fatigue test was carried out by MTS Landmark370.50 servo hydraulic fatigue testing machine. The constant amplitude fatigue test data of 25 M24 high strength bolts were obtained， and the fatigue fracture was analyzed by scanning electron microscopy. The results showed that the bolt basically breaks at the bottom of the thread at the bite of the screw and nut under full pre-tension. Compared with the fatigue fracture of high strength bolt without pre-tension， the proportion of the instantaneous fracture area of the fatigue fracture under pre-tension was relatively large， the fatigue source was relatively single， and the dimples in the instantaneous fracture area were dense but relatively small. The fatigue failure mechanism of bolt under pre-tension was revealed， and the fatigue design method of M24 high strength bolt was established.
High-strength bolts in prefabricated buildings have become the main connection method due to their convenient construction and excellent mechanical properties. In order to study the influence of pre-tension on the fatigue performance and fatigue failure mechanism of high strength bolts for steel structure， the fatigue test was carried out by MTS Landmark370.50 servo hydraulic fatigue testing machine. The constant amplitude fatigue test data of 25 M24 high strength bolts were obtained， and the fatigue fracture was analyzed by scanning electron microscopy. The results showed that the bolt basically breaks at the bottom of the thread at the bite of the screw and nut under full pre-tension. Compared with the fatigue fracture of high strength bolt without pre-tension， the proportion of the instantaneous fracture area of the fatigue fracture under pre-tension was relatively large， the fatigue source was relatively single， and the dimples in the instantaneous fracture area were dense but relatively small. The fatigue failure mechanism of bolt under pre-tension was revealed， and the fatigue design method of M24 high strength bolt was established.
2025, 55(4): 36-46.
doi: 10.3724/j.gyjzG24030101
Abstract:
The segmental precast prestressed concrete communication tower is a towering structure， and its overall deformation and crack resistance are crucial for evaluating its mechanical performance. This paper detailed the design of a 30-meter-high communication tower with a top diameter of 350 mm and presented the results of a horizontal cantilever static loading test. By measuring the tower's deformation， crack formation， and strain responses， the cracking load and ultimate bearing capacity were established. A finite element model of the communication tower was developed， and its accuracy was validated by comparing it with the experimental results. Using this model， the differences in deformation and cracking between test load conditions and service load conditions， as well as the impact of second-order effects due to gravity， were studied. The experimental and numerical analysis results indicated that under service loads， the crack width of the concrete communication tower could be controlled to below 0.1 mm， and the top displacement angle remained below 1/35， demonstrating excellent crack resistance and overall rigidity. The second-order effect could cause a maximum increase of approximately 7.1% in tower top displacement and about a 6% increase in base moment. Notably， the initial crack positions under service load conditions differed from those under test load conditions， with the cracking moment and overall rigidity being greater under service load conditions.
The segmental precast prestressed concrete communication tower is a towering structure， and its overall deformation and crack resistance are crucial for evaluating its mechanical performance. This paper detailed the design of a 30-meter-high communication tower with a top diameter of 350 mm and presented the results of a horizontal cantilever static loading test. By measuring the tower's deformation， crack formation， and strain responses， the cracking load and ultimate bearing capacity were established. A finite element model of the communication tower was developed， and its accuracy was validated by comparing it with the experimental results. Using this model， the differences in deformation and cracking between test load conditions and service load conditions， as well as the impact of second-order effects due to gravity， were studied. The experimental and numerical analysis results indicated that under service loads， the crack width of the concrete communication tower could be controlled to below 0.1 mm， and the top displacement angle remained below 1/35， demonstrating excellent crack resistance and overall rigidity. The second-order effect could cause a maximum increase of approximately 7.1% in tower top displacement and about a 6% increase in base moment. Notably， the initial crack positions under service load conditions differed from those under test load conditions， with the cracking moment and overall rigidity being greater under service load conditions.
2025, 55(4): 47-56.
doi: 10.3724/j.gyjzG24060101
Abstract:
An experimental and theoretical study was conducted on the bending and composite properties of five full-size prefabricated concrete sandwich panels with new steel-glass FRP composite connectors （SGCCs）. The experimental results showed that the bending bearing capacity of sandwich panels was not proportional to the total number of SGCCs， mainly depending on the arrangements of the SGCCs. The number and spacing of SGCCs arranged along the short edge of the panel had a significant impact on the bending bearing capacity and composite properties of the sandwich panel. Before the yield of the sandwich panel， the changes in the number of SGCCs at the end of the panel relative to the middle and 1/4 of the panel had a more significant impact on the bending bearing capacity and composite properties of the sandwich panel. Sandwich panels exhibited partially composite properties. The degree of composite action was positively correlated with the flexural bearing capacity. The experimental results were in good agreement with the theoretical calculation results.
An experimental and theoretical study was conducted on the bending and composite properties of five full-size prefabricated concrete sandwich panels with new steel-glass FRP composite connectors （SGCCs）. The experimental results showed that the bending bearing capacity of sandwich panels was not proportional to the total number of SGCCs， mainly depending on the arrangements of the SGCCs. The number and spacing of SGCCs arranged along the short edge of the panel had a significant impact on the bending bearing capacity and composite properties of the sandwich panel. Before the yield of the sandwich panel， the changes in the number of SGCCs at the end of the panel relative to the middle and 1/4 of the panel had a more significant impact on the bending bearing capacity and composite properties of the sandwich panel. Sandwich panels exhibited partially composite properties. The degree of composite action was positively correlated with the flexural bearing capacity. The experimental results were in good agreement with the theoretical calculation results.
2025, 55(4): 57-62.
doi: 10.3724/j.gyjzG23032716
Abstract:
The insulated sandwich concrete wall （ISCW） is a new type of composite structure， which is mainly composed of expanded polystyrene sheets， steel wires and concrete layers. In order to investigate the influence of concrete layer thickness， steel wire spacing and concrete strength， six full-scale ISCW were fabricated for axial compression loading tests. The failure characteristics of the tests were as follows： cracks occurred in the middle or lower part of the specimen， then the cracks developed downward， the specimen split， and the bottom concrete was damaged. The test results indicated that as the thickness of the concrete layer increased， it significantly affectsed the ultimate bearing capacity and axial stiffness of the specimens， with maximum increments of 35% and 65%， respectively. Additionally， higher concrete strength enhanced the ultimate bearing capacity and axial stiffness of the specimens， with maximum increments of 36% and 27%， respectively. The increase in steel wire spacing had no pronounced effect on the ultimate bearing capacity of the specimens， but it significantly influenced axial stiffness， resulting in a reduction of 25%. Smaller steel wire spacing corresponded to greater structural ductility.
The insulated sandwich concrete wall （ISCW） is a new type of composite structure， which is mainly composed of expanded polystyrene sheets， steel wires and concrete layers. In order to investigate the influence of concrete layer thickness， steel wire spacing and concrete strength， six full-scale ISCW were fabricated for axial compression loading tests. The failure characteristics of the tests were as follows： cracks occurred in the middle or lower part of the specimen， then the cracks developed downward， the specimen split， and the bottom concrete was damaged. The test results indicated that as the thickness of the concrete layer increased， it significantly affectsed the ultimate bearing capacity and axial stiffness of the specimens， with maximum increments of 35% and 65%， respectively. Additionally， higher concrete strength enhanced the ultimate bearing capacity and axial stiffness of the specimens， with maximum increments of 36% and 27%， respectively. The increase in steel wire spacing had no pronounced effect on the ultimate bearing capacity of the specimens， but it significantly influenced axial stiffness， resulting in a reduction of 25%. Smaller steel wire spacing corresponded to greater structural ductility.
2025, 55(4): 63-70.
doi: 10.3724/j.gyjzG22102022
Abstract:
Based on the quasi-static test of full-scale specimens of steel frame structures with light-gauge steel shear walls， the bearing capacity， stiffness， ductility and energy dissipation capacity were obtained， and the stress mechanism， failure modes and energy dissipation mechanism of the structure were analyzed. The cooperative working capacity and hysteretic behavior of the light-gauge steel shear wall and the steel frame under earthquakes were revealed. Compared with the test results of the bare steel frame structure with double-sided OSB-cladded cold-formed thin-walled steel walls， it was found that the coupling effect between the light-gauge steel shear walls and the steel frame was good， the ultimate bearing capacity of the frame-shear wall structure was 55.8% higher than that of the bare steel frame， the initial stiffness increased by 188.2%， the structural ductility coefficient was 3.35， the seismic performance was good， and it was easy to realize the design concept of "strong frame， weak wall". Based on the principle of equivalent tension-compression bar， a simplified formula for calculating the lateral stiffness of steel frame structures with light-gauge steel shear walls was proposed.
Based on the quasi-static test of full-scale specimens of steel frame structures with light-gauge steel shear walls， the bearing capacity， stiffness， ductility and energy dissipation capacity were obtained， and the stress mechanism， failure modes and energy dissipation mechanism of the structure were analyzed. The cooperative working capacity and hysteretic behavior of the light-gauge steel shear wall and the steel frame under earthquakes were revealed. Compared with the test results of the bare steel frame structure with double-sided OSB-cladded cold-formed thin-walled steel walls， it was found that the coupling effect between the light-gauge steel shear walls and the steel frame was good， the ultimate bearing capacity of the frame-shear wall structure was 55.8% higher than that of the bare steel frame， the initial stiffness increased by 188.2%， the structural ductility coefficient was 3.35， the seismic performance was good， and it was easy to realize the design concept of "strong frame， weak wall". Based on the principle of equivalent tension-compression bar， a simplified formula for calculating the lateral stiffness of steel frame structures with light-gauge steel shear walls was proposed.
2025, 55(4): 71-77.
doi: 10.3724/j.gyjzG23072609
Abstract:
The local deformation of angle steel members will significantly reduce the bearing capacity of the components. In the paper， finite element model comparison and validation were performed on the axial compression test results of equilateral single-angle steel members with local deformation. Meanwhile， finite element numerical analysis was conducted on equilateral angle steel compression members with different slenderness ratios to study the influence of local deformation type， deformation size， slenderness ratio， and deformation location on the bearing capacity of equilateral angle steel members under axial compression. The results showed that under different degrees of local deformation， the ultimate bearing capacity of angle steel decreased by 34.70% to 58.38%. Furthermore， the ultimate bearing capacity of angle steel decreased rapidly and then slowly increased with the increase of slenderness ratio. The influence of local deformation on the bearing capacity of angle steel decreased gradually with the increase of slenderness ratio. When the deformation size exceeded 0.3W（W was the width of the angle steel flange）， the ultimate bearing capacity of angle steel presented an approximately linear decrease trend with the increase of distance from the edge of the member.
The local deformation of angle steel members will significantly reduce the bearing capacity of the components. In the paper， finite element model comparison and validation were performed on the axial compression test results of equilateral single-angle steel members with local deformation. Meanwhile， finite element numerical analysis was conducted on equilateral angle steel compression members with different slenderness ratios to study the influence of local deformation type， deformation size， slenderness ratio， and deformation location on the bearing capacity of equilateral angle steel members under axial compression. The results showed that under different degrees of local deformation， the ultimate bearing capacity of angle steel decreased by 34.70% to 58.38%. Furthermore， the ultimate bearing capacity of angle steel decreased rapidly and then slowly increased with the increase of slenderness ratio. The influence of local deformation on the bearing capacity of angle steel decreased gradually with the increase of slenderness ratio. When the deformation size exceeded 0.3W（W was the width of the angle steel flange）， the ultimate bearing capacity of angle steel presented an approximately linear decrease trend with the increase of distance from the edge of the member.
2025, 55(4): 78-87.
doi: 10.3724/j.gyjzG23031408
Abstract:
By conducting the quasi-static test on C-shaped light-gauge steel shear walls filled with expanded polystyrene（EPS） particle lightweight concrete， this paper analyzed the effects of factors such as shear span-to-depth ratio， axial compression ratio， lightweight concrete strength， horizontal reinforcement ratio， and C-shaped light-gauge steel web plate opening on the seismic performance of the walls. The result showed that the shear strength of the wall decreased with the increase of shear span-to-depth ratio， and the failure mode transitioned from shear failure to bending shear failure； the shear capacity of the wall increased with the increasing strength of EPS lightweight concrete； increasing the axial compression ratio could improve the shear capacity of the wall to a certain extent， but after exceeding a certain limit， the contribution was not significant， and instead， it would accelerate the failure of the wall； the web plate opening of C-tshaped light-gauge steel had little effect on the shear capacity of the wall， but the ductility and energy dissipation capacity were reduced； the strength of lightweight concrete affected the strength of horizontal steel tie bars， and only increasing horizontal reinforcement ratio had a limited contribution to the shear capacity of the wall.
By conducting the quasi-static test on C-shaped light-gauge steel shear walls filled with expanded polystyrene（EPS） particle lightweight concrete， this paper analyzed the effects of factors such as shear span-to-depth ratio， axial compression ratio， lightweight concrete strength， horizontal reinforcement ratio， and C-shaped light-gauge steel web plate opening on the seismic performance of the walls. The result showed that the shear strength of the wall decreased with the increase of shear span-to-depth ratio， and the failure mode transitioned from shear failure to bending shear failure； the shear capacity of the wall increased with the increasing strength of EPS lightweight concrete； increasing the axial compression ratio could improve the shear capacity of the wall to a certain extent， but after exceeding a certain limit， the contribution was not significant， and instead， it would accelerate the failure of the wall； the web plate opening of C-tshaped light-gauge steel had little effect on the shear capacity of the wall， but the ductility and energy dissipation capacity were reduced； the strength of lightweight concrete affected the strength of horizontal steel tie bars， and only increasing horizontal reinforcement ratio had a limited contribution to the shear capacity of the wall.
2025, 55(4): 88-95.
doi: 10.3724/j.gyjzG24112908
Abstract:
This paper proposed a masonry infill wall confined with prefabricated cold-formed steel tie-columns（W-PCFSTC） to solve the problems of complex construction procedures， poor construction quality and low restraint capacity of reinforced concrete tie-columns in RC frame masonry infill walls. Through the cyclic loading test， the failure modes， inital stiffness，bearing capacity， deformation capacity， and displacement ductility of the two types of walls were compared and analyzed. A parametric analysis was conducted using a decoupled numerical model to investigate the effects of the section thickness of prefabricated cold-formed steel tie-columns（PCFSTC） and screw spacing on the lateral stiffness， bearing capacity， and deformation capacity of W-PCFSTC. In addition， the simplified mechanical model of W-PCFSTC was proposed， and the calculation method for calculating its lateral stiffness was obtained. The results indicated that the W-PCFSTC exhibited better bearing capacity and deformation capacity compared to W-TRCTC. With the increase of thickness， the in-plane constraint effect of the PCFSTC was improved， resulting in enhanced deformation performance of W-PCFSTC. The proposed lateral stiffness calculation method for W-PCFSTC fully considered both the flexural stiffness of the composite frame and shear stiffness of the masonry infill wall， and the calculated results were in good agreement with the simulated values.
This paper proposed a masonry infill wall confined with prefabricated cold-formed steel tie-columns（W-PCFSTC） to solve the problems of complex construction procedures， poor construction quality and low restraint capacity of reinforced concrete tie-columns in RC frame masonry infill walls. Through the cyclic loading test， the failure modes， inital stiffness，bearing capacity， deformation capacity， and displacement ductility of the two types of walls were compared and analyzed. A parametric analysis was conducted using a decoupled numerical model to investigate the effects of the section thickness of prefabricated cold-formed steel tie-columns（PCFSTC） and screw spacing on the lateral stiffness， bearing capacity， and deformation capacity of W-PCFSTC. In addition， the simplified mechanical model of W-PCFSTC was proposed， and the calculation method for calculating its lateral stiffness was obtained. The results indicated that the W-PCFSTC exhibited better bearing capacity and deformation capacity compared to W-TRCTC. With the increase of thickness， the in-plane constraint effect of the PCFSTC was improved， resulting in enhanced deformation performance of W-PCFSTC. The proposed lateral stiffness calculation method for W-PCFSTC fully considered both the flexural stiffness of the composite frame and shear stiffness of the masonry infill wall， and the calculated results were in good agreement with the simulated values.
2025, 55(4): 96-104.
doi: 10.3724/j.gyjzG23080904
Abstract:
A novel temporary support system consisting of buckling restrained braces （BRBs） and high-pile temporary support structures was proposed to address local and overall buckling issues. Finite element analysis models were developed using ABAQUS to evaluate the nonlinear stability and bearing capacity of the proposed system. The models considered high-pile temporary support structures both with and without BRB diagonal bracing. Eigenvalue buckling analysis was performed to validate the modeling. Subsequently， nonlinear buckling analysis was conducted on 30 structures with different pile heights， diameters， thicknesses， diagonal bracing configurations， and defect ratios， considering various diagonal bracing types. The results indicated that the nonlinear buckling capacity of all structures significantly increased with increasing diameter and thickness， but decreased notably with increasing height. Notably， high-pile temporary support structures with BRBs exhibited enhanced nonlinear buckling bearing capacity and lateral stability deformation capacity. Based on the parameter analysis outcomes， a formula for calculating the nonlinear buckling bearing capacity of high-pile temporary support structures with BRBs was derived. Additionally， preliminary design suggestions were provided.
A novel temporary support system consisting of buckling restrained braces （BRBs） and high-pile temporary support structures was proposed to address local and overall buckling issues. Finite element analysis models were developed using ABAQUS to evaluate the nonlinear stability and bearing capacity of the proposed system. The models considered high-pile temporary support structures both with and without BRB diagonal bracing. Eigenvalue buckling analysis was performed to validate the modeling. Subsequently， nonlinear buckling analysis was conducted on 30 structures with different pile heights， diameters， thicknesses， diagonal bracing configurations， and defect ratios， considering various diagonal bracing types. The results indicated that the nonlinear buckling capacity of all structures significantly increased with increasing diameter and thickness， but decreased notably with increasing height. Notably， high-pile temporary support structures with BRBs exhibited enhanced nonlinear buckling bearing capacity and lateral stability deformation capacity. Based on the parameter analysis outcomes， a formula for calculating the nonlinear buckling bearing capacity of high-pile temporary support structures with BRBs was derived. Additionally， preliminary design suggestions were provided.
2025, 55(4): 105-113.
doi: 10.3724/j.gyjzG22041515
Abstract:
In recent years， glass fiber reinforced inorganic composite insulation wall panels（GRC composite insulation wall panels） have been widely welcomed and used in many provinces due to their good seismic performance. In order to study the seismic performance of GRC composite insulation wall panels in steel frame structures and verify whether they meet the requirements of the code for the use of non-load-bearing external enclosure systems under frequent earthquakes， rare earthquakes， and magnitude-9 seismic events， two groups of full-scale specimens （external and embedded GRC composite insulation wallboard-steel frame structure） were designed and tested under low cyclic reversed loading. The seismic performance of the GRC composite insulation wall panel-steel frame structure under different connection modes was studied， including hysteresis performance， ductility and strength degradation， and the failure mode of the GRC composite insulation wall panels during the test. The results showed that there were no penetrating cracks and large-scale cracks in the wall panels of the two groups of specimens throughout the testing process， and only relative deformation occurred at the joints between the panels. The connection between the external wall panels and the frame was reliable， and the connecting bolts between the top of the embedded wall panels and the frame were easy to cut or pull off. Both specimens showed good seismic performance， with full hysteresis curves， degradation coefficients exceeding 0.91， and displacement ductility coefficients greater than 1.99. The external hanging and embedded GRC composite insulation wall panel-steel frame structure met the requirements of relevant specifications and regulations under frequent earthquakes， rare earthquakes， and magnitude-9 seismic events.
In recent years， glass fiber reinforced inorganic composite insulation wall panels（GRC composite insulation wall panels） have been widely welcomed and used in many provinces due to their good seismic performance. In order to study the seismic performance of GRC composite insulation wall panels in steel frame structures and verify whether they meet the requirements of the code for the use of non-load-bearing external enclosure systems under frequent earthquakes， rare earthquakes， and magnitude-9 seismic events， two groups of full-scale specimens （external and embedded GRC composite insulation wallboard-steel frame structure） were designed and tested under low cyclic reversed loading. The seismic performance of the GRC composite insulation wall panel-steel frame structure under different connection modes was studied， including hysteresis performance， ductility and strength degradation， and the failure mode of the GRC composite insulation wall panels during the test. The results showed that there were no penetrating cracks and large-scale cracks in the wall panels of the two groups of specimens throughout the testing process， and only relative deformation occurred at the joints between the panels. The connection between the external wall panels and the frame was reliable， and the connecting bolts between the top of the embedded wall panels and the frame were easy to cut or pull off. Both specimens showed good seismic performance， with full hysteresis curves， degradation coefficients exceeding 0.91， and displacement ductility coefficients greater than 1.99. The external hanging and embedded GRC composite insulation wall panel-steel frame structure met the requirements of relevant specifications and regulations under frequent earthquakes， rare earthquakes， and magnitude-9 seismic events.
2025, 55(4): 114-124.
doi: 10.3724/j.gyjzG24012906
Abstract:
In order to advance the research on prefabricated shear walls， this paper proposes a new type of steel-concrete composite shear wall consisting of concrete-filled steel tubes and steel batten-plates using mortise-tenon connections. Four specimens were designed and tested under monotonic horizontal loading to study their compression-bending performance. The experimental results indicated that when the composite shear wall failed， the square steel tube columns on both sides yielded， with weld fracture occurring at the bottom of the tensile square steel tube column and varying degrees of local buckling appearing at the bottom of the compressive column， while the crack propagation in the exposed concrete of the middle of the tested walls was not serious， indicating effective damage control. By reducing the shear-span ratio or increasing the wall thickness of the square steel tube， the stiffness and horizontal bearing capacity of the specimen were significantly improved， and the crack propagation was suppressed. In addition， the local reinforcement at the bottom of the column exhibited the most significant improvement in the performance of the specimen. The average value of the ultimate drift angle was 1/39， and the ductility factor was 3.56. A finite element model was established and validated against the test results， with the deviation analysis showing that the model is reasonable and reliable for subsequent parametric studies.
In order to advance the research on prefabricated shear walls， this paper proposes a new type of steel-concrete composite shear wall consisting of concrete-filled steel tubes and steel batten-plates using mortise-tenon connections. Four specimens were designed and tested under monotonic horizontal loading to study their compression-bending performance. The experimental results indicated that when the composite shear wall failed， the square steel tube columns on both sides yielded， with weld fracture occurring at the bottom of the tensile square steel tube column and varying degrees of local buckling appearing at the bottom of the compressive column， while the crack propagation in the exposed concrete of the middle of the tested walls was not serious， indicating effective damage control. By reducing the shear-span ratio or increasing the wall thickness of the square steel tube， the stiffness and horizontal bearing capacity of the specimen were significantly improved， and the crack propagation was suppressed. In addition， the local reinforcement at the bottom of the column exhibited the most significant improvement in the performance of the specimen. The average value of the ultimate drift angle was 1/39， and the ductility factor was 3.56. A finite element model was established and validated against the test results， with the deviation analysis showing that the model is reasonable and reliable for subsequent parametric studies.
2025, 55(4): 125-131.
doi: 10.3724/j.gyjzG23032202
Abstract:
The response of suction anchors subjected to inclined uplift loading in sand foundation is not clear. The bearing properties of suction anchors in sand foundation was studied through a series of model tests. Five suction anchor models with the aspect ratio of 0.5， 0.8， 1.0， 1.5 and 2.0 were prepared to explore the effects of loading positions and load inclination angles on their bearing characteristics. The test results show that suction anchors with various aspect ratios might produce instability mechanisms such as forward rotation failure， backward rotation failure and sliding failure when the load inclination angle was less than 60°. The pull-out capacity of suction anchors decreased with the increase of load inclination angle. For suction anchors with an aspect ratio less than 1， the optimal anchoring point is located at the middle point of the skirt wall， while for suction anchors with an aspect ratio greater than 1， the optimal anchoring point moved down to about 70% of the buried depth of the skirt wall.
The response of suction anchors subjected to inclined uplift loading in sand foundation is not clear. The bearing properties of suction anchors in sand foundation was studied through a series of model tests. Five suction anchor models with the aspect ratio of 0.5， 0.8， 1.0， 1.5 and 2.0 were prepared to explore the effects of loading positions and load inclination angles on their bearing characteristics. The test results show that suction anchors with various aspect ratios might produce instability mechanisms such as forward rotation failure， backward rotation failure and sliding failure when the load inclination angle was less than 60°. The pull-out capacity of suction anchors decreased with the increase of load inclination angle. For suction anchors with an aspect ratio less than 1， the optimal anchoring point is located at the middle point of the skirt wall， while for suction anchors with an aspect ratio greater than 1， the optimal anchoring point moved down to about 70% of the buried depth of the skirt wall.
2025, 55(4): 132-141.
doi: 10.3724/j.gyjzG23010205
Abstract:
The analytical research on the hydro-mechanical coupling behavior of deep-buried hydraulic tunnels has been mainly concentrated on the mechanical response under steady seepage， but the influence of unsteady seepage has not been considered yet. In this paper， an elastoplastic solution considering unsteady seepage and dilatancy of rocks was derived based on the Mohr-Coulomb criterion， thereafter， the analytical solution of the unsteady seepage field around deep-buried tunnels was derived using the method of separation of variables and Bessel function theory. A parametric sensitivity analysis was conducted to investigate the impact factors of stress and displacement fields. The results showed that compared with the steady seepage field， the unsteady seepage field greatly affected the stability of surrounding rocks， that is to say， the plastic zone and loose zone were enlarged and the deformation of surrounding rock increased. In particular， the effect of dilatancy angle on the deformation of surrounding rock could not be negligible. When the unsteady seepage field was considered， the radial displacement on the tunnel wall was greater than that under steady seepage and same dilatancy angle.
The analytical research on the hydro-mechanical coupling behavior of deep-buried hydraulic tunnels has been mainly concentrated on the mechanical response under steady seepage， but the influence of unsteady seepage has not been considered yet. In this paper， an elastoplastic solution considering unsteady seepage and dilatancy of rocks was derived based on the Mohr-Coulomb criterion， thereafter， the analytical solution of the unsteady seepage field around deep-buried tunnels was derived using the method of separation of variables and Bessel function theory. A parametric sensitivity analysis was conducted to investigate the impact factors of stress and displacement fields. The results showed that compared with the steady seepage field， the unsteady seepage field greatly affected the stability of surrounding rocks， that is to say， the plastic zone and loose zone were enlarged and the deformation of surrounding rock increased. In particular， the effect of dilatancy angle on the deformation of surrounding rock could not be negligible. When the unsteady seepage field was considered， the radial displacement on the tunnel wall was greater than that under steady seepage and same dilatancy angle.
2025, 55(4): 142-147.
doi: 10.3724/j.gyjzG23010505
Abstract:
The method for obtaining the shear strength of structural planes through traditional indoor shear tests has the problems such as long period and significant influence of human factors. At the same time， the shear strength estimation model of sawtooth structural planes proposed by the existing research does not consider the influence of weathering. Through the weathering simulation tests， indoor shear tests and rebound tests of structural planes， the Barton formula was improved according to the test results， and the estimation model considering the influence of weathering was established. The results showed that the roughness coefficient （mJRC） and the rock wall compressive strength （σJCS） were specified by the undulating angle and the wave velocity ratio of the sawtooth structural plane， respectively. There was an exponential relations between the undulating angle and mJRC， and between the wave velocity ratio and σJCS. Based on the Barton formula， a shear strength estimation model of sawtooth structural plane considering the influence of weathering was established and verified by experimental data.
The method for obtaining the shear strength of structural planes through traditional indoor shear tests has the problems such as long period and significant influence of human factors. At the same time， the shear strength estimation model of sawtooth structural planes proposed by the existing research does not consider the influence of weathering. Through the weathering simulation tests， indoor shear tests and rebound tests of structural planes， the Barton formula was improved according to the test results， and the estimation model considering the influence of weathering was established. The results showed that the roughness coefficient （mJRC） and the rock wall compressive strength （σJCS） were specified by the undulating angle and the wave velocity ratio of the sawtooth structural plane， respectively. There was an exponential relations between the undulating angle and mJRC， and between the wave velocity ratio and σJCS. Based on the Barton formula， a shear strength estimation model of sawtooth structural plane considering the influence of weathering was established and verified by experimental data.
2025, 55(4): 148-153.
doi: 10.3724/j.gyjzG23060806
Abstract:
The method of calculating foundation settlement by the secant modulus method is becoming familiar to scholars for its unique advantages， but a large number of studies have found that the calculation results are small when using this method for foundation settlement calculation. This is because the traditional secant modulus method treats the relation between vertical stress and vertical strain in the lateral limit compression test as hyperbolic and ignores the reference configuration， which limits the applicability of the method and affects the calculation accuracy. The stress-strain curves of Kunming peaty soil and silt were fitted with various functions by conducting a large number of high-pressure consolidation tests. The test results showed that the stress-strain curves of Kunming peaty soil and silt in lateral limit conditions could be better characterized by Gunary’s model than the assumption of the hyperbolic model， and the foundation deformation equation considering the overburden load and burial depth change was established based on the improved the secant modulus method with the introduction of correction factor γ. It is found that the relation between secant moduli and burial depth varied greatly for different soils， among which the relation between secant moduli and burial depth of peaty soil was in accordance with ExpDec1 expression.
The method of calculating foundation settlement by the secant modulus method is becoming familiar to scholars for its unique advantages， but a large number of studies have found that the calculation results are small when using this method for foundation settlement calculation. This is because the traditional secant modulus method treats the relation between vertical stress and vertical strain in the lateral limit compression test as hyperbolic and ignores the reference configuration， which limits the applicability of the method and affects the calculation accuracy. The stress-strain curves of Kunming peaty soil and silt were fitted with various functions by conducting a large number of high-pressure consolidation tests. The test results showed that the stress-strain curves of Kunming peaty soil and silt in lateral limit conditions could be better characterized by Gunary’s model than the assumption of the hyperbolic model， and the foundation deformation equation considering the overburden load and burial depth change was established based on the improved the secant modulus method with the introduction of correction factor γ. It is found that the relation between secant moduli and burial depth varied greatly for different soils， among which the relation between secant moduli and burial depth of peaty soil was in accordance with ExpDec1 expression.
2025, 55(4): 154-161.
doi: 10.3724/j.gyjzG23010203
Abstract:
Solar photovoltaic power generation is one of the main development directions of clean energy， so the selection of photovoltaic support foundation is particularly important. Sectional steel piles have been widely used in photovoltaic power generation projects in desert areas because of their strong penetration capacity， light weight and convenient transportation. Considering the stress characteristics of photovoltaic supports， the frictional characteristics of pile-soil interface under different compactness and confining pressures were revealed through large-scale direct shear tests. Based on the results of large-scale direct shear tests， the pull-out tests of sectional steel piles were carried out to explore the bearing characteristics and internal force distribution of piles under different pile types and confining pressures. The research results showed that the shear process of the contact surface between the steel pile and sandy soil presented softening characteristics， and the friction angle between the steel pile and its surrounding soil was greater than the soil’s internal friction angle， and became more obvious with the increase of the compactness of the soil； there was a good correlation between the ultimate lateral friction of sectional steel piles and the relative displacement of soil around the piles， and the peak strength occurred at 8 to 11 mm relative displacement in sandy soil. The results of pull-out tests presented that the section shape of sectional steel piles had significant influence on its bearing characteristics， the bearing capacity of H-shaped piles was higher than those of C-shaped piles and channel shaped piles， and the friction resistance at the inside web of H-shaped piles was greater than the outside flange.
Solar photovoltaic power generation is one of the main development directions of clean energy， so the selection of photovoltaic support foundation is particularly important. Sectional steel piles have been widely used in photovoltaic power generation projects in desert areas because of their strong penetration capacity， light weight and convenient transportation. Considering the stress characteristics of photovoltaic supports， the frictional characteristics of pile-soil interface under different compactness and confining pressures were revealed through large-scale direct shear tests. Based on the results of large-scale direct shear tests， the pull-out tests of sectional steel piles were carried out to explore the bearing characteristics and internal force distribution of piles under different pile types and confining pressures. The research results showed that the shear process of the contact surface between the steel pile and sandy soil presented softening characteristics， and the friction angle between the steel pile and its surrounding soil was greater than the soil’s internal friction angle， and became more obvious with the increase of the compactness of the soil； there was a good correlation between the ultimate lateral friction of sectional steel piles and the relative displacement of soil around the piles， and the peak strength occurred at 8 to 11 mm relative displacement in sandy soil. The results of pull-out tests presented that the section shape of sectional steel piles had significant influence on its bearing characteristics， the bearing capacity of H-shaped piles was higher than those of C-shaped piles and channel shaped piles， and the friction resistance at the inside web of H-shaped piles was greater than the outside flange.
2025, 55(4): 162-167.
doi: 10.3724/j.gyjzG23091121
Abstract:
Due to evaporation and capillarity effetcs， salt crystallizes and accumulates in the surface layer of soils in northwest China. The salt particles weaken the stability of the soil and lead to the decline of the shear resistance. Triaxial compression tests and SEM tests were carried out to study the effects of salt content on the shear properties and microstructure of the stabilized saline soil with a salt content of 0.3%-5%. With the increase of salt content， the shear strength first increasesd and then decreased， reaching its peak at 1.5% salt content， which was due to the combined effect of salt particles filling the pores and salt cementation. For the saline soil with a salt content of 1.5%-3%， excessive salt particles played a major role in salt swelling， and a few micro-cracks appeared in the soil sample. At this time， the cohesion and internal friction angle of the saline soil decreased. The saline soil with a salt content exceeding 3% exhibited a strong salt swelling effect， and there were many micro-cracks in the soil sample， making it impossible to conduct triaxial compression tests. The saline soil with a salt content below 1.5% can be stabilized by lime in engineering. In order to prevent the salt content of the soil from increasing， engineering measures should be taken to control evaporation and salt accumulation.
Due to evaporation and capillarity effetcs， salt crystallizes and accumulates in the surface layer of soils in northwest China. The salt particles weaken the stability of the soil and lead to the decline of the shear resistance. Triaxial compression tests and SEM tests were carried out to study the effects of salt content on the shear properties and microstructure of the stabilized saline soil with a salt content of 0.3%-5%. With the increase of salt content， the shear strength first increasesd and then decreased， reaching its peak at 1.5% salt content， which was due to the combined effect of salt particles filling the pores and salt cementation. For the saline soil with a salt content of 1.5%-3%， excessive salt particles played a major role in salt swelling， and a few micro-cracks appeared in the soil sample. At this time， the cohesion and internal friction angle of the saline soil decreased. The saline soil with a salt content exceeding 3% exhibited a strong salt swelling effect， and there were many micro-cracks in the soil sample， making it impossible to conduct triaxial compression tests. The saline soil with a salt content below 1.5% can be stabilized by lime in engineering. In order to prevent the salt content of the soil from increasing， engineering measures should be taken to control evaporation and salt accumulation.
2025, 55(4): 168-179.
doi: 10.3724/j.gyjzG24071906
Abstract:
The existing foundation excavation engineering in China is mainly based on the temporary design concept to carry out the design and construction of supporting structure. Prefabricated excavation support structures have been widely used in recent years due to their advantages of reusability， high construction efficiency， green environmental protection and cost saving. The paper first summarized the current studies and application status of common prefabricated horizontal bracing and vertical support structures， expounded on the application of intelligent construction technologies such as BIM， construction robots， advanced perception technologies， and servo control in prefabricated excavation support projects， and combed through the related standards and technical specifications for prefabricated excavation support technologies released in recent years. Secondly， the problems arising in the development of prefabricated excavation support technology were analyzed， followed by the targeted suggestions. Finally， taking the foundation excavation of the MCC Tower in Qianhai as an example， the development and application process of the composite support system composed of concrete-filled steel tubes and T-shaped steel members was introduced， and the future popularization and application of prefabricated foundation excavation support technologies were discussed.
The existing foundation excavation engineering in China is mainly based on the temporary design concept to carry out the design and construction of supporting structure. Prefabricated excavation support structures have been widely used in recent years due to their advantages of reusability， high construction efficiency， green environmental protection and cost saving. The paper first summarized the current studies and application status of common prefabricated horizontal bracing and vertical support structures， expounded on the application of intelligent construction technologies such as BIM， construction robots， advanced perception technologies， and servo control in prefabricated excavation support projects， and combed through the related standards and technical specifications for prefabricated excavation support technologies released in recent years. Secondly， the problems arising in the development of prefabricated excavation support technology were analyzed， followed by the targeted suggestions. Finally， taking the foundation excavation of the MCC Tower in Qianhai as an example， the development and application process of the composite support system composed of concrete-filled steel tubes and T-shaped steel members was introduced， and the future popularization and application of prefabricated foundation excavation support technologies were discussed.
2025, 55(4): 180-186.
doi: 10.3724/j.gyjzG24031314
Abstract:
Magnesium phosphate cement （ MPC ） was modified by nano-silica （ NS ）. A set of mix proportions with excellent performance was proposed by compressive strength tests， flexural strength tests and setting time tests， and the microstructure and phase composition of modified MPC specimens were analyzed. The effects of NS on the salt-freezing resistance of MPC were further explored， and the compressive strength， flexural strength and mass loss of modified MPC after being subjected to freeze-thaw cycles were tested. The results showed that NS could effectively improve the compressive and flexural strength of MPC， and the effect of adding 2% NS was the best， especially the early strength. NS could enhance the salt-freezing resistance of MPC， reduce the mass loss and the strength reduction. It could be seen from the microscopic analysis that NS intervened in the hydration process of MPC， filling the voids inside the MPC sample， thereby enhancing the compactness of the sample.
Magnesium phosphate cement （ MPC ） was modified by nano-silica （ NS ）. A set of mix proportions with excellent performance was proposed by compressive strength tests， flexural strength tests and setting time tests， and the microstructure and phase composition of modified MPC specimens were analyzed. The effects of NS on the salt-freezing resistance of MPC were further explored， and the compressive strength， flexural strength and mass loss of modified MPC after being subjected to freeze-thaw cycles were tested. The results showed that NS could effectively improve the compressive and flexural strength of MPC， and the effect of adding 2% NS was the best， especially the early strength. NS could enhance the salt-freezing resistance of MPC， reduce the mass loss and the strength reduction. It could be seen from the microscopic analysis that NS intervened in the hydration process of MPC， filling the voids inside the MPC sample， thereby enhancing the compactness of the sample.
2025, 55(4): 187-196.
doi: 10.3724/j.gyjzG24101101
Abstract:
To improve the mechanical properties of large-diameter NiTi shape memory alloy （SMA） bars， six groups of SMA bars under different heat treatment conditions were designed for constant incremental strain cyclic loading. The stress-strain curves， cumulative energy consumption， residual deformation， secant stiffness， and other mechanical property indicators of the SMA bars were obtained， and a constitutive model of the SMA bars was proposed. The results showed that with the increase of heat treatment temperature， both the residual strain and maximum strain of the SMA bars increased. Under the same loading displacement， the lower the heat treatment temperature， the higher the strain of the SMA bars. When the heat treatment temperature was constant， with the increase of heating time， the residual deformation of SMA gradually increased. When the heat treatment temperature reached 400 °C and the heating time reached 15 minutes， the mechanical properties of the SMA bars were optimal. Furthermore， finite element analysis was conducted on a steel beam-column joint equipped with a friction damper using SMA. The results showed that the hysteretic curves of the steel beam-column joint model equipped with the SMA-friction damper exhibited a significant "pinching" effect， leading to a notable reduction in residual deformation and demonstrating excellent recoverable functionality.
To improve the mechanical properties of large-diameter NiTi shape memory alloy （SMA） bars， six groups of SMA bars under different heat treatment conditions were designed for constant incremental strain cyclic loading. The stress-strain curves， cumulative energy consumption， residual deformation， secant stiffness， and other mechanical property indicators of the SMA bars were obtained， and a constitutive model of the SMA bars was proposed. The results showed that with the increase of heat treatment temperature， both the residual strain and maximum strain of the SMA bars increased. Under the same loading displacement， the lower the heat treatment temperature， the higher the strain of the SMA bars. When the heat treatment temperature was constant， with the increase of heating time， the residual deformation of SMA gradually increased. When the heat treatment temperature reached 400 °C and the heating time reached 15 minutes， the mechanical properties of the SMA bars were optimal. Furthermore， finite element analysis was conducted on a steel beam-column joint equipped with a friction damper using SMA. The results showed that the hysteretic curves of the steel beam-column joint model equipped with the SMA-friction damper exhibited a significant "pinching" effect， leading to a notable reduction in residual deformation and demonstrating excellent recoverable functionality.
2025, 55(4): 197-203.
doi: 10.3724/j.gyjzG24062402
Abstract:
To solve the defects of traditional ultra-high performance concrete （UHPC） with large self-shrinkage， several groups of UHPC specimens were prepared by mixing river sand （RS）， shale pottery （SP）， quartz sand （QS） and steel fibers （SF）. The influence rules of aggregates and SF on the physical and mechanical properties of UHPC were analyzed by testing of self-shrinkage， ultrasonic velocity， static and dynamic strengths. The results showed that the water absorption and water return properties exhibited by SP due to its porosity improved the internal conservation effect. The confining effect of SF could effectively reduce the self-shrinkage of UHPC and significantly improve its impact resistance. The dynamic peak stress and impact air pressure showed a linear relations， as did the relations between the dynamic intensity factor （DIF） and the strain rate. The damage variable， characterized by ultrasonic velocity， was also linearly related to the strain rate. Similarly， the damage factor remained linear with the number of impacts after multiple impacts.
To solve the defects of traditional ultra-high performance concrete （UHPC） with large self-shrinkage， several groups of UHPC specimens were prepared by mixing river sand （RS）， shale pottery （SP）， quartz sand （QS） and steel fibers （SF）. The influence rules of aggregates and SF on the physical and mechanical properties of UHPC were analyzed by testing of self-shrinkage， ultrasonic velocity， static and dynamic strengths. The results showed that the water absorption and water return properties exhibited by SP due to its porosity improved the internal conservation effect. The confining effect of SF could effectively reduce the self-shrinkage of UHPC and significantly improve its impact resistance. The dynamic peak stress and impact air pressure showed a linear relations， as did the relations between the dynamic intensity factor （DIF） and the strain rate. The damage variable， characterized by ultrasonic velocity， was also linearly related to the strain rate. Similarly， the damage factor remained linear with the number of impacts after multiple impacts.
2025, 55(4): 204-208.
doi: 10.3724/j.gyjzG22061007
Abstract:
The structural form of public buildings such as large exhibition halls is unique， posing high requirements for glass curtain wall construction technology. The glass curtain wall of an elliptical inverted cone exhibition hall features large inclination angles， high installation heights， and large single-piece glass sizes. During the construction process， due to the characteristics of the glass curtain wall and limited installation space， there are difficulties such as the inability to use large machinery for vertical lifting of the glass curtain wall and the difficulty in positioning the outward-inclined glass during installation. Based on the characteristics of the outward-inclined curtain wall project of the first phase of Jinfeng City Center， in terms of lifting construction， a method was adopted where I-beams were welded onto structural steel trusses as sliding tracks， coupled with pulley blocks and electric hoists for glass curtain wall installation. This method allows for flexible movement of the glass in both vertical and horizontal directions during lifting， effectively solving the problem of the inability to directly lift the outward-inclined curtain wall. In terms of optimization design， the installation joints at the bottom of the glass were optimized by changing the fixed steel channels to adjustable steel channels， facilitating the lifting and positioning of glass. The installation joints on the side of the outward-inclined curtain wall were optimized by adding temporary aluminum alloy fixings， optimizing the connectors at the connection between the aluminum alloy pressure block and the joist， simplifying the form of the connectors， ensuring that the glass does not deform or self-explode without the aluminum alloy pressure block installed， without affecting the subsequent installation of the aluminum alloy pressure block， reducing the risk of damage to the outward-inclined glass， and facilitating glass installation.
The structural form of public buildings such as large exhibition halls is unique， posing high requirements for glass curtain wall construction technology. The glass curtain wall of an elliptical inverted cone exhibition hall features large inclination angles， high installation heights， and large single-piece glass sizes. During the construction process， due to the characteristics of the glass curtain wall and limited installation space， there are difficulties such as the inability to use large machinery for vertical lifting of the glass curtain wall and the difficulty in positioning the outward-inclined glass during installation. Based on the characteristics of the outward-inclined curtain wall project of the first phase of Jinfeng City Center， in terms of lifting construction， a method was adopted where I-beams were welded onto structural steel trusses as sliding tracks， coupled with pulley blocks and electric hoists for glass curtain wall installation. This method allows for flexible movement of the glass in both vertical and horizontal directions during lifting， effectively solving the problem of the inability to directly lift the outward-inclined curtain wall. In terms of optimization design， the installation joints at the bottom of the glass were optimized by changing the fixed steel channels to adjustable steel channels， facilitating the lifting and positioning of glass. The installation joints on the side of the outward-inclined curtain wall were optimized by adding temporary aluminum alloy fixings， optimizing the connectors at the connection between the aluminum alloy pressure block and the joist， simplifying the form of the connectors， ensuring that the glass does not deform or self-explode without the aluminum alloy pressure block installed， without affecting the subsequent installation of the aluminum alloy pressure block， reducing the risk of damage to the outward-inclined glass， and facilitating glass installation.
