Jul 2026· Building and reconstruction· 0 citations· 7 references
Abstract
This article examines the theoretical prerequisites for establishing quantitative limits for the technical condition of reinforced concrete structures (limited serviceability and emergency), expressed as fractions of the design bearing capacity. It is noted that current regulatory documents, including GOST 31937, lack direct recommendations on the permissible reduction in bearing capacity due to defects.
The results of a summary of experimental data are presented, confirming the presence of a safety margin of up to 30% and a deformability margin of up to 50%, provided that regulatory design requirements are met. An analytical justification for the technical condition limits is provided based on a comparison of the calculated bending moment according to SP 63.13330 and the ultimate actual moment achieved with full realization of the curvilinear stress diagram in the compressed zone of concrete. A ratio in the range of 0.7–0.77 was obtained for a rectangular diagram and 0.55–0.77 for a triangular diagram. An analysis is provided of the reserves incorporated in the reliability factors for materials, operating conditions, and responsibility, as well as the performance characteristics of bending reinforced concrete elements in the ultimate limit state. Practical limit values were proposed: 0.9 for a limited serviceability condition (a 10% reduction in bearing capacity from the design value); and 0.75 for an emergency condition (a 25% reduction), which is consistent with the analysis of experimental and theoretical data.
The design of integrated station-bridge structures is challenged by the coexistence of building codes based on Limit State Design (LSD) and railway codes using Allowable Stress Design (ASD). This study employs finite element analysis to compare the performance of Steel Reinforced Concrete (SRC) columns designed under these two philosophies. The results demonstrate the significant conservatism of the ASD method: When achieving the same safety margin, the ASD-designed column required 2.36 times the cross-sectional area, yielding an 89% higher axial capacity but a disproportionately small increase in shear strength, indicating material inefficiency. A subsequent parametric analysis identified steel strength as key to axial capacity and concrete strength as critical for shear capacity, with shear performance reaching its maximum at an axial compression ratio of 0.6. These findings quantify these behavioral differences, offering a basis for refining design methods and codes harmonization for such structural members.
Jia Tang, Lin-Li Duan, Nan Chen et al.· SAE technical paper series· 0 citations
This study establishes and evaluates three safety formats for nonlinear finite element analysis applied to the problem of progressive collapse of a reinforced concrete frame structure under the scenario of sudden removal of a load-bearing column. The considered safety formats include the partial factor method, the method of estimating the coefficient of variation, and the global resistance factor method. These formats are applied within the framework of a global resistance assessment approach to determine the design resistance of the structure. The three methods are applied to a reinforced concrete frame structure for comparative and critical analysis of the predicted structural resistance. The results show significant differences between the methods. The partial factor method and the global resistance factor method, each requiring a single nonlinear finite element analysis, provide a conservative estimate of the structural resistance, which is confirmed by the complete collapse of the examined frame in both cases. The method of estimating the coefficient of variation, based on two nonlinear finite element analyses with mean and characteristic values of material strengths, allows for a more detailed consideration of the variability of material properties. The obtained results demonstrate a significant difference in structural displacements depending on the level of material strength.
Tuyen Ngoc Vu, A. Lizahub· Building and reconstruction· 0 citations
This paper presents an experimental and analytical study of the erection state of large-span reinforced concrete shell structures for unique buildings. The research focuses on the stress-strain behavior of shell systems during installation, dismantling of temporary erection devices, and transition to the operational stage. Experimental modeling was carried out on large-scale models with scales of 1:10 and 1:4 for shells with spans of 48 m, 96 m, and more. Composite shells assembled from prefabricated and enlarged erection elements were investigated for different erection and dismantling sequences. The stress-strain state was evaluated under self-weight and installation loads, and the obtained results were compared with calculation data based on shell theory relations and engineering modeling procedures. It was established that the most rational dismantling sequence consists in first lowering the temporary posts and beams and then removing the forces in the temporary ties. This sequence reduces the forces in the ties by 21-34 % and ensures a more favorable stress state of the shell elements. For the studied shell configurations, labor costs were reduced by 26 %, while the weight of the erection equipment set was reduced by 2.4 times compared with traditional assembly methods. The discrepancy between experimental and calculated ultimate forces did not exceed 8.8 %. The proposed approach can be used in the design and construction practice of unique large-span buildings to improve erection safety, structural efficiency, and reliability.
Bakhrom Ibragimov, N. Razzakov· Vibroengineering PROCEDIA· 0 citations
The article presents the results of a statistical analysis of the load-bearing capacity of steel-reinforced concrete coupling beams with external steel-plate reinforcement of monolithic linked walls of a high-rise building over 500 m tall, based on experimental research of 159 full-scale specimens of TsNIISK named after V.A. Kucherenko. For statistical analysis, a sample of 41 selected tests of three series with a common structural design was selected. The current Russian Code SP 266.1325800.2016 «Steel-reinforced concrete structures. Design code» does not specify a partial working conditions factor for the considered structures. The processing results show that the normalized load-bearing capacity coefficient follows a normal distribution, confirmed by the Kolmogorov–Smirnov and Shapiro–Wilk tests; the coefficient of variation amounted to 8.5%. The design value of the working conditions factor based on the 5%-quantile equals 1.15. The article establishes the place of the proposed factor in the current regulatory hierarchy (SP 266 / SP 63 / SP 16 / GOST 27751) and provides a comparison with analogous factors of Eurocode and AISC standards. The obtained value ensures the required level of reliability of the considered structures and can be recommended for inclusion in the relevant section of SP 266.
M. A. Desiatkin· Building and reconstruction· 0 citations
Currently, increasing attention is being paid to the development of analytical methods for verifying the robustness of structural systems in accidental design situations, the use of which is particularly effective at the preliminary design stage. Studies of multi-story buildings subject to sudden column removal have shown that, instead of considering the entire frame, it is entirely acceptable to discretize the design model by identifying the damaged floor for which verification calculations are performed. Unlike existing analytical approaches, which focus primarily on the flexural resistance of beams and slabs, the proposed method takes into account the additional influence of the membrane effect in monolithic slabs surrounded by beams. It is shown that taking the membrane effect into account in slabs can increase the load-bearing capacity of beam-slab floors (in some cases, by up to 30%). It was established that the membrane effect should be considered primarily when the central (inner) column is removed, whereas when the outer and corner columns are removed, it is recommended to consider only the bending effects (due to the uncertainties of providing anchorage for horizontal ties). The comparison showed good agreement between the calculation results, taking into account the membrane effect in slabs, and the experimental data obtained during tests of floor sections.
A. Tur· Herald of Polotsk State Univ...· 0 citations
This study evaluates the structural performance of the Engineering Laboratory Building at Muhammadiyah University of Mataram as an educational building classified as Risk Category IV in an area with high seismic hazard. The analysis was conducted through modeling of the reinforced concrete frame using the equivalent static method and response spectrum analysis in accordance with national standards. The results show a fundamental period of the structure of 0.536 seconds (X-direction) and 0.536 seconds (Y-direction), reflecting relatively balanced stiffness. The base shear force from the dynamic analysis 5860.80 kN meets the minimum requirement of 85% of the equivalent static method value of 5860.75 kN. The maximum inter-story drift recorded at 0.092 m remains below the allowable limit of 0.1026 m, or equivalent to 0.02 hsx. Analytically, these findings indicate that the structure possesses controlled deformation capacity and proportional force distribution. The scientific contribution of this research lies in the validation of the existing structure’s performance through a comparative analysis of the two methods, thereby strengthening the foundation for evaluating the design of earthquake-resistant buildings.
M. Iskandar, Hariyadi Hariyadi, A. Fitrayudha et al.· Bentang : Jurnal Teoritis da...· 0 citations