In view of the problem that most reinforced concrete frame structures have failed to achieve ‘strong columns and weak beams’ in many major earthquakes over the years, combined with the background information of China’s seismic code revisions since the 1980s, this paper evaluates the research results of yield mechanisms of reinforced concrete frame structures at home and abroad, as well as the evolution of relevant regulations in the code. Firstly, the research background and relevant provisions of the GBJ 11—1989 about beam\|column joints in frame structures are introduced. Secondly, the seismic damage phenomena and characteristics of some strong epicenter frame structures at home and abroad since the 21st century are summarized, several reflective research achievements in engineering and academia after earthquakes and relevant regulations at home and abroad are analyzed. Thirdly, based on the latest research trends on the yield mechanism of RC frame structures, the material constitutive equations at the micro level and the physical equations of components at the macro level are analyzed. Finally, it is pointed out that the capability design method based on the strength criterion has obvious defects in theory, and the overall yield mechanism of RC frame structures should be studied based on deformation failure criteria. In view of the problems existing in seismic design methods, this article proposes that the ratio of deformation capacity and demand can be used as index, which fully considers the component stiffness configuration and the influence of local stiffness degradation on internal force redistribution in the process of structural failure evolution, and theoretical and experimental research should be carried out from the node, component, and structural levels to comprehensively construct a new capacity design method based on deformation criteria.
The fundamental natural period of vibration (T1) of high-rise buildings reflects the quality and stiffness distribution characteristics of high-rise buildings. In the structural scheme design stage, controlling the fundamental natural period of vibration within a reasonable range can not only automatically meet the main design indicators of the structure, but also guide more reasonable structural design. In this article,the statistical data of 837 high-rise buildings over 50 meters in China were analyzed, and the reasonable range and distribution law of the fundamental natural period of vibration of high-rise buildings with different seismic design intensities and heights were obtained. Based on a simplified model, practical calculation formulas of T1 considering structural height were derived. Statistical data analysis and practical formulas indicate that T1 is directly proportional to the square root of the structural height(H) and the scale factor (T1/H)will increase when the height increases and will decrease when the fortification intensity increases. The upper limit of the reasonable range of T1/H of high-rise buildings with a height of more than 250 m is around 0.40, and is 0.37 for the seismic fortification intensity of 8,0.42 for the intensity of 7, and 0.44 for the intensity of 6. If T1/H reaches or exceeds 0.50, the structure is too flexible.
In existing dynamic elasto-plastic analysis of supertall structures, rigid foundation assumptions are commonly adopted, neglecting the influence of soil-structure interaction. To investigate the effects of soil-structure interaction on supertall structures, a refined three-dimensional nonlinear finite element model of soil-foundation-superstructure was established and dynamic elastoplastic analysis of a 366m supertall tower in case of rare earthquakes was conducted. A one-dimensional equivalent linearization analysis based on the engineering site conditions was first conducted to capture the seismic response of the soil layers. Subsequently, the wave propagation method was utilized to resolve seismic wave input issues in the three-dimensional soil layers and then the accuracy of the adopted approach was validated. The results indicate that the natural period of the tower increases compared with the rigid foundation assumption when considering soil-structure interaction. Under the estimated rare seismic action, considering soil-structure interaction leads to a reduction in the overall seismic response of the tower. The inter-story drift angles of the tower increase in the lower zone and decrease in the higher zone, with the maximum inter-story drift angle in the higher zone decreasing, exhibiting a trend that the deformation transfers to the bottom. The damage to the walls in the higher zone of the tower is alleviated, and the overall degree of stiffness degradation in the structure is reduced. Additionally, the base shear and overturning moments decrease when soil-structure interaction is considered. Individual locations of the tower’s mega-columns experience increased internal forces, highlighting the potential risk of neglecting the effects of soil-structure interaction. The proposed method comprehensively considers the influence of site soil, providing a more realistic simulation of the seismic response of supertall structures.
Taikang Financial Center high-rise building is a three-tower connected structure with a height of 237.3m. The slenderness ratio of each single tower exceeds the provision limit considerably and the eccentricity of plans are significant, hence the single tower structure is difficult to establish. Therefore, three connecting bridges are set up on the 18th, 29th and 40th floors to connect the three towers as a whole. The torsional stiffness and lateral stiffness of the connected structure are evidently enhanced. The forces in the vertical components become more average under gravity and the lateral displacements of structure become extensively lower under lateral load. The key issues of complex multi-tower connected structure are studied such as stiffness change, torsional effect, influence of construction sequence and joint design. The results reveal that the multi-tower connected structure has huge stiffness change, resulting in the existence of weak floor upon the top bridge, which needs to be strengthened in design. The torsional effect of the building is not obvious because of the integrality and the high torsional stiffness. The construction sequence has an evident influence on mechanical behavior. The construction scheme of the tower structure above the connecting bridge being constructed before the connecting bridge is adopted, but the number of leading floors does not exceed 5 floors. Finite element analysis of key joints of the bridge is performed, showing that the behavior of joints can meet the seismic performance objective.
The period ratio and torsional displacement ratio are commonly used control indexes in seismic design of multi-story and high-rise structures, which cannot reflect the regularity of the layout of long-span structures and the deformation and internal force characteristics under earthquake excitations. Taking the single-span frame structure as the main research object, considering its characteristics of small panel stiffness, and according to the essential purpose of controlling the regularity requirement of plane layout (controlling the uniformity of lateral movement of lateral force resistant members), two new indexes were proposed to judge the regularity of plane layout, namely generalized torsional displacement ratio and shear stiffness matching index . The change law of the two indexes under various parameters was discussed, the function relationship of the two indexes was established, and the regularity limit of the plane layout of long-span structures was defined based on generalized torsional displacement ratio. The results show that the generalized torsional displacement can more reasonably characterize the response characteristics of single-span frame structures under earthquake excitation than generalized torsional displacement ratio and the shear stiffness matching index. According to the above two new indicators, the regularity of plane layout of bent structure depends not only on the layout and mass distribution of lateral force resistant members, but also on the panel stiffness and plane bending deformation.
To investigate the shear behavior of high-strength concrete beams without web reinforcement in different failure patterns, this study conducted shear behavior tests on nine high-strength concrete beams (with a concrete strength grade of C90) subjected to concentrated loads, while considering the shear-span ratio and the effective depth of section as main parameters. The failure pattern, performance state and corresponding nominal shear strength of the specimens were analyzed. Based on experimental observations and load-bearing characteristics of specimens, it was found that the main failure sign was the appearance of main inclined cracks in the diagonal-tensile specimens, and the crushing of concrete in the compression zone was the main failure sign in the shear-compressive and diagonal-compressive failure specimens. The analysis of nominal shear strength reveals that the joint influence of shear-span ratio and effective depth of section is observed on the nominal shear-splitting strength, while the predominant factor affecting the nominal shear-failure strength is the shear-span ratio. The nominal shear-splitting strength and the nominal shear-failure strength can be determined based on the tensile and compressive strengths of concrete, respectively. The shear capacity evaluation should prioritize shear-splitting as the governing state, based on a comprehensive analysis of both domestic and foreign design standards. Furthermore, it is crucial to thoroughly consider the size effects in order to enhance the accuracy of the assessment.
In order to study the failure mechanism of metal embedded joints in glass structures under pure bending and bending-shear composite loads, four groups of 12 full-scale specimens were designed and manufactured, and the monotone loading tests were carried out to consider the effects of different shear-pan ratios on the mechanical properties of the joint. Based on the calculation method of the bearing capacity of metal embedded laminated connection using a single embedded component, the calculation methods of flexural and shear bearing capacity suitable for metal embedded joints of glass structures were deduced and established. Through comparison with experimental results, the accuracy of the load-bearing calculation method was verified. The effect of various parameters on the mechanical performance of the joints was conducted, and the results indicate that an increase in glass thickness enhances the bending and shear load-bearing capacity of the joints, while an increase in the depth and width of embedded components mainly enhances the bending capacity of the joints. Therefore, when designing metal embedded joints, it is necessary to determine the dimensional parameters of the joints based on the actual force conditions.
Triple-glazed insulating glass units (TIGUs) have been widely used in fenestration and curtain wall engineering. However, relevant domestic and foreign specifications still lack streamlined and effective design methods. To investigate the load sharing of triple-glazed insulating glass under uniform load, four specimens were used in the loading tests. Based on the Ideal Gas Law and ANSYS deflection field analysis, a high-precision finite element (FE) model suitable for TIGU was built, showing excellent agreement with experimental results. Through conceptual analysis and FE parametric analysis, the quantitative relationship between the load sharing ratios of each pane and the thicknesses of the inner and outer airspace was revealed. The study demonstrates that increasing the inner airspace thickness leads to a nearly linear increase in load sharing ratios of the outer and middle panes, while the middle and inner panes decreases with the thickness of the outer airspace. When both inner and outer airspace thicknesses increase equally, the load sharing ratio of the outer pane increases significantly, while the inner pane shares a substantially decreased load, with the middle pane’s load reduction being more gradual. Finally, considering panel dimensions, a formula for calculating the airspace coefficient suitable for load distribution in TIGU was proposed, which takes into account the aspect ratio and area. The suitability and effectiveness of the fitting formula are highly favorable, making it valuable for the revision of relevant standards.
In order to solve the problem that the normal friction damper can only produce single damper force and cannot meet different energy dissipation demands under different ground motion levels, a U-T slope prototype mechanism was proposed, which can generate incremental deformation in the normal direction due to the slope action when the displacement occurs away from the full occlusion point,and the slope maintains a continuous contact in the process. Based on this prototype, a variable friction damper capable of generating ‘dog-bone-shaped’ hysteresis curve was designed and tested. The experimental results show that the damping force of the damper is basically consistent with its design value,the damper shows a well fatigue resistance and meet the mechanical performance requirements for friction energy dissipation device in JGJ 297—2013 ‘Technical specification for seismic energy dissipation of buildings’. Finite element analysis is carried out for the damper to verify its working mechanism and the working state of each component of the damper. Using ABAQUS software as the platform and using its user material interface (UMAT), a UMAT subroutine for simulating the dog-bone hysteresis curve damper was written and used as a tool for numerical simulation analysis. Taking a steel frame structure with dampers as an example, the damping effects of frame with dog-bone hysteresis curve variable friction dampers and frame with ordinary friction dampers were compared and analyzed, indicating that the dog-bone hysteresis curve variable friction dampers have better damping effects,and it is not sensitive to the loss of pre-tightening force.
Structural intelligent disaster prevention and maintenance
With the rapid development of computer and artificial intelligence technology, intelligent technologies have been increasingly applied to the interdisciplinary research and applications in civil engineering. Compared with traditional civil engineering technology, intelligent structural disaster prevention, mitigation, and maintenance technology have significantly improved efficiency and accuracy, so it has become one important development directions of cross-disciplinary. In order to systematically sort out and display the research frontier progress, a comprehensive review of the state-of-the-art intelligent damage detection and response prediction of building structures is carried out. The review is divided into three aspects, namely intelligent local damage detection and evaluation, intelligent global damage detection and evaluation, and intelligent prediction of building structure response. Mainstream research technology routes and commonly used intelligent algorithms are summarized and analyzed, the advantages and limitations of existing research methods are discussed, and research challenges are identified based on current studies. The engineering application of intelligent detection and assessment of local damage in components in the current stage of research faces limitations. The overall accuracy of intelligent detection of damage in building structures is relatively low, and the interpretability and reliability of intelligent prediction of structural responses are poor. In response to these issues, targeted prospects and recommendations for future research directions are proposed. These include enhancing the generalization of damage detection algorithms, improving the overall accuracy of intelligent detection of damage in building structures through super-resolution techniques, and integrating spatial and physical information into intelligent prediction methods for structural responses.
Illegal reconstruction of self-built buildings in urban and rural areas occurs from time to time, which is a hidden danger that cannot be ignored. Traditional building inspection mainly relies on manual methods, which have problems such as low efficiency and high subjectivity, thus affecting the reliability of inspection results. This paper proposes an intelligent method for building inspection based on 3D vision. Based on the technology of fusion SLAM, the point cloud data are collected in real time. Multiple inspection data are registered, and the radius search method based on kd-tree is used to identify the increase or decrease parts of the point cloud and find out the reconstructed parts. The reconstructed parts are segmented by region growing algorithm and the OBB bounding boxes of them are obtained, and simple component classification is performed according to the geometry information of the bounding boxes. Furthermore, the surface area change rate parameter is defined considering the importance of the components, which can preliminarily evaluate the safety of the reconstructed structure. Taking the inspection of a self-built building as an example, the results demonstrate that the method outlined above can efficiently and quickly obtain point cloud data of the building facade to be inspected. This enables effective identification of any altered parts of the building and allows for an assessment of the danger of the building based on the characteristics of the components, thus realizing the automation and intelligence of the inspection process.
Early warning and accurate quantification of the concrete structure damage is a hotspot in the field of structural health monitoring (SHM) in civil engineering. In this paper, a probabilistic damage imaging method for concrete structures based on embedded sensing technology was proposed. Through two-dimensional meso-level finite element modeling of the aggregate, mortar matrix and interface transition zone in concrete material, the propagation mechanism of probing stress waves in inhomogeneous concrete material and damage interfaces was revealed. Combined with damage visualization mechanism of transducer array, an embeddable piezoelectric transducer array module was designed. In order to accurately quantify concrete damage, combined with probabilistic damage imaging method, the damage information of propagation time was extracted from the probing signal by baseline subtraction method and Hilbert transform, and the cumulative distribution function was introduced to realize visual reconstruction of concrete damage area. The experimental results show that the embeddable transducer array module could achieve three-dimensional damage imaging of concrete structures, and the error between the identified damage center location and the real damage center location on the two-dimensional projection plane is 1.0cm, which verifies the effectiveness and accuracy of the method for concrete damage perception.Compared with the existing embeddable sparse distribution transducers, the array-based module with integrated multiple sensing units can significantly improve the detection capability of concrete local damage, and reduce the operation and maintenance cost of the transducer system during the service life.
The wire and arc additive manufacturing (WAAM), one of the methods of metal 3D printing, has shown significant potential in manufacturing large-scale steel structural elements with reasonable printing accuracy, time and cost in the construction industry. To investigate the mechanical performance differences of WAAM lap shear specimens caused by differences in the manufacturing process and material properties, experimental studies were conducted on the material properties of WAAM steel and the structural behaviours of WAAM lap shear specimens. In this paper, a total number of 24 WAAM lap shear specimens with three different print layer orientations and 72 WAAM lap shear connection specimens with different design configurations were fabricated, dimensionally measured with the 3D scanning technique, and subjected to tensile coupon tests and lap shear connection tests. The failure modes and load-bearing capacities of the bolted connections were analysed, focusing on the print layer orientations of the WAAM steel plates. The current code design provisions and design approaches proposed in the literature for steel structures were further evaluated by comparing the failure modes and load-bearing capacities of the bolted connection specimens. This research shows that both the material tensile specimen and the bolted connection specimen show anisotropy in the test, and the difference in bearing capacity reaches 10% and 20% respectively. The material anisotropy has a certain impact on the failure mode. The relatively accurate predictions of the capacity of the WAAM lap shear specimens following the current steel design standards are significantly compromised by not predicting failure modes correctly, which could be attributed to the influence of anisotropic material properties of the WAAM steel plates and the failure modes of tilt-bearing and end-splitting which are not considered in current design provisions.
Southwest China is an area prone to earthquakes, with dense river networks, high mountains and deep valleys, and abundant rainfall. Earthquake in flood season may be accompanied by rainstorm and flood. Riverside buildings in mountainous areas are at risk of being affected by earthquake and flood successively. In this paper, based on Bayesian network model, the probability calculation method of earthquake-landslide-dammed lake flood disaster chain is proposed for the riverside buildings in the southwest mountain area. Considering the flood hazard, the environmental sensitivity and the interaction between flood and buildings, the index of building flood exposure is introduced. The flood hazard analysis model of riverside buildings is established, and the damage analysis of earthquake-damaged structures under the impact of flood is realized. Finally, the evaluation method of multi-hazard resistance of riverside buildings under the successive action of earthquake and flood is established. The analysis results of the example show that the damage of earthquake damaged buildings under flood impact is significantly related to the spatial location and environmental conditions of the buildings. The cumulative damage caused by post-earthquake floods to earthquake-damaged structures cannot be ignored. The method in this paper can effectively predict the damage of riverside buildings in southwest China under the successive action of earthquake and flood.
At present, there are a large number of irregular buildings in region which will have lateral-torsional coupling effect when subjected to earthquake actions resulting in serious damage. However, current seismic damage simulation methods are mainly based on two-dimensional inter-story models, which do not take into account the spatial irregularity of buildings. In addition, the refined finite element simulation methods are unsuitable for the simulation of large number of buildings with high degree of data ambiguity. This paper proposes a moderately refined and efficient analysis method which considers the irregular characteristics of structures and is suitable for regional scale seismic damage simulation of building groups. A moderately-refined-layer-element (MRLE) model is established to simulate the lateral stiffness irregularities in layer level, and the vertical irregularities of the structure are simulated by combining different layer elements in series. Considering the large number of buildings in region, a two-level accelerated dynamic analysis method is proposed to reduce computation time for seismic damage simulation. At the single structure level, a perturbation inelasticity-separated nonlinear dynamic control equation of structure is constructed to improve the efficiency of seismic damage simulation. Furthermore, the OpenMP parallel method is used to simulate the seismic damage of regional buildings, and the computational efficiency of the regional level is accelerated. The numerical calculations and a regional seismic damage simulation show that the proposed method is reliably accurate and efficient, and that the lateral-torsional coupling effects of irregular structures lead to increased damage in regional building seismic damage.
To address the problems of weak connection, uncontrollable damage mechanisms, insufficient energy dissipation capacity and difficulty in post-earthquake repairing in precast concrete frame structures, based on the seismic design concept of energy balance, a seismic plastic design method was proposed for self-centering prefabricated concrete frame structures (SC-PRCF) equipped with controllable plastic hinges (CPH) by referring to the four level seismic fortification goals of earthquake resistant structures, and the difference in hysteresis behavior between self-centering structural systems and elastic-perfectly plastic structural systems and the insufficient plastic development of the upper floors in a structure was considered. A seven-story SC-PRCF was designed by the seismic plastic design method and a seven-story RCF was designed based on GB 50011―2010 ‘Code for seismic design of buildings’ as a counterpart. The effectiveness of the plastic design method and the advantages of SC-PRCF structures were verified through dynamic elasto-plastic analysis. The results indicate that the SC-PRCF structure can meet the seismic fortification goals of ‘no damage in small and moderate earthquakes, repairable in rare earthquakes and no collapsing in extremely rare earthquakes’ according to the seismic plastic design method. Simultaneously, the failure mode of ‘strong column and weak beam’ and the progressive yield mechanism can be achieved. All floors can participate in energy dissipation, and the failure path can be extended to avoid the occurrence of weak floors.
The joints of the single-layer free-form spatial grid structure are the most concentrated parts of the structure, and should have reasonable configurations and excellent mechanical performances. At present, the most widely used rigid joints in single-layer spatial grid structures are of single type, have large deadweight, are prone to stress concentration, and have uneven joint quality. This paper proposes a generative generation method for rigid joints of single-layer spatial grid structures. Firstly, the basic principle of generative generation method is introduced, and its mathematical model is given. Secondly, based on the generative generation method, the diversified design results of the new rigid joint configurations of single-layer spatial grid structures with different reserved masses, circumferential symmetry constraints and changed reserved geometry are obtained. Then, the static performance of the new rigid joint configuration is compared with that of the traditional welded hollow spherical joints. The results show that the generative generation method has a strong exploration and innovation ability, and the new rigid joints obtained are novel in shape, and are light and beautiful. Compared with the traditional welded hollow spherical joint, the mass, the maximum equivalent stress and the maximum displacement can be reduced by 57.1%,29.13% and 36.36%,respectively. The generative generation method proposed in this paper can realize the diversified design of single-layer spatial grid structure joints that are lightweight, high-strength, safe and beautiful.
The water inrush or instability failure at the deep excavation base is a common engineering disaster subjected to the action of lower confined water. In order to ensure the basal safety in deep excavations, setting enough safety thickness is the key to prevent such failure. Based on the plastic upper-bound analysis theory, the basal failure range was classified into upper passive zone and lower shear zone in this paper, and a basal inrush failure mechanism for excavations in rock ground was constructed. Then, based on the Hoek-Brown strength criterion, the analytical solutions for the basal failure surface equation, critical safety thickness and critical confined water pressure were derived. On this basis, the influence laws of passive-zone thickness, confined water pressure, rock-mass parameters and other factors on the basal safety thickness and failure range were obtained, and the validity of the proposed method was verified through a comparison with the existing research works and numerical simulation results. The research shows that the critical safety thickness is positively correlated with confined water pressures and rock empirical parameter, and negatively correlated with passive-zone thicknesses, rock empirical parameter, rock compressive strength, rock tensile strength and unit weight.
1. College of Architecture and Environment, Sichuan University, Chengdu 610065, China;
2. MOE Key Laboratory of Deep Underground Science and Engineering, Sichuan University, Chengdu 610065, China;
3. State Key Laboratory for Disaster Reduction in Civil Engineering, Tongji University, Shanghai 200092, China;
4. Shanghai Baoye Group Corp, Ltd., Shanghai 200941, China
Bolted glulam connections with slotted-in steel plates are prone to brittle failure under loading. In order to study the bearing capacity, deformation performance and failure modes of the bolted glulam connections with slotted-in steel plates reinforced by carbon fiber , considering the laying position and number of layers, the dowel bearing strength test was carried out. Then, taking the bolt end distance, middle distance, number, arrangement and reinforce mode as parameters, tension test of the connections perpendicular to grain and finite element analysis were carried out. Test results show that the dowel bearing strength can be increased by 171% and the dispersion coefficient can be reduced by 84% when reinforced by two or four layers carbon fiber in two or four sides. The failure mode of the CFRP reinforced joint is changed from brittle fracture to ductile failure after fiber reinforcing, the ultimate load and displacement ductility factor increase by 181% and 625% maximumly. The edge and middle distance of the bolted joint can be appropriately reduced after reinforcement. The formulas of the dowel bearing strength after CFRP reinforcing and the bearing capacity of CFRP reinforced bolted glulam connections with slotted-in steel plates are given, which can provide reference for engineering design.
To make effective use of waste ceramics and investigate the mechanical properties of recycled ceramic coarse aggregate concrete (RCCAC) restrained by steel tube, the axial compression tests of 18 recycled ceramic coarse aggregate concrete-filled circular steel tubular (RCCACFST) short columns were carried out. The failure mode, bearing capacity and load-longitudinal strain curves were obtained. The effects of steel content, constraint effect coefficient and replacement rate of recycled ceramic coarse aggregate on axial compression properties of specimens were studied. The test and analysis results show that the failure modes of RCCACFST axial compression short columns are classified into shear failure, waist failure and mixed failure, which are affected by the steel content and constraint effect coefficient. The restraint effect of steel tube on RCCAC is better than that of control concrete. Compared with control concrete-filled steel tube, specimens with 100% replacement rate have higher improvement coefficient of bearing capacity, improvement coefficient of concrete strength, residual bearing capacity ratio and better ductility. By comparing the measured values of the test bearing capacity with the calculation results of the bearing capacity formulas for concrete-filled steel tube in the current codes of various countries, it is found that the predicted results of current codes are too conservative for the bearing capacity of the RCCACFST short axial compression columns. Combined with the test data, a simplified calculation formula for the bearing capacity of the RCCACFST short axial compression columns is derived, the predicted results agree well with the experimental results.
As a novel composite material, ultra-high performance concrete (UHPC) could reduce the bond length and significantly enhance the bond behavior with reinforcement. Currently, the research on the bond performance of UHPC often uses pull-out tests or lap-shear tests, which makes it difficult to simulate the actual bond situation of bending components such as beams and columns. Therefore, it is necessary to study the bond behavior of UHPC with steel bars under bending stress conditions. In this paper, a four-point loading test was carried out on 17 lap-spliced beams. The test parameters included UHPC compressive strength, cover depth, fiber volume fraction, splice length and stirrups in the spliced region. Test results indicate that the specimens are dominated by splitting failure. The bond strength is improved by increasing the UHPC strength and cover depth and decreases with increasing lap length. The configuration of stirrups in the splice region can effectively improve the bond strength of the specimen, but there is a threshold for the improvement of the bond strength of the stirrups. When the threshold is reached, the improvement of the bond strength will no longer be obvious with the increase of the number of stirrups. In addition, the existing bond strength calculation models are evaluated, and existing calculation models are found to be more conservative in predicting the UHPC splitting bond strength, and the degree of discretization is larger. On this basis, an improved expression for UHPC splitting bond strength calculation is proposed, which can accurately reflect the influence of various design parameters on the splitting bond strength, and the average ratio of calculated results to experimental results in this paper and related literature is 1.076, with a coefficient of variation is 0.149.
Editor-in-Chief: NIE Jianguo
Deputy Editor-in-Chief: LI Shuchun
Supervised by: China Association for Science and Technology
Sponsored by: The Architectural Society of China
Edited and Published by: Editorial Office of Journal of Building Structures
Address: NO.13 Sanlihe Road, Beijing, 100835
Tel: 010-88029882
ISSN: 1000-6869
CN: 11-1931/TU
Frequency: Monthly