# Bearing Capacity near Support Areas of Continuous Reinforced Concrete Beams and High Grillages
## 4 Conclusions  
The complex experimental and theoretical studies carried out solved the urgent scientific and technical problem of calculating the bearing capacity near the support sections for punching continuous reinforced concrete beams and high grillages.  
1. Thanks to the adopted methodology, new experimental data were obtained and physical models of continuous reinforced concrete structures were substantially refined. As a result, the systemic influence on the deformability, fracture toughness, and strength of the prototype beams for the relative shear span \(\mathbf{a}/\mathbf{h}_{0}\), concrete class \(\mathbf{C}\), transverse coefficient \(\mathbf{\rho}_{w}\), working \(\mathbf{\rho}_{l,b}\), and mounting \(\mathbf{\rho}_{l,t}\) are reinforced, both in particular and during their interactions. The obtained adequate experimental and statistical dependences (mathematical models) of the calculated parameters of the bearing capacity of the research elements made it possible to comprehensively solve optimization problems.
2. The features of the stress-strain state of the experimental beams were disclosed. The well-known features were systematized and a new scheme (_FIV_) for the destruction of continuous reinforced concrete beam-grillages was discovered. The formation of conditional plastic joints was revealed due to the nonlinearity of deformation of their materials.
3. An analysis of methods used for calculating the strength of supporting sections of spans of reinforced concrete structures as set down in national design standards in developed countries, as well as the author's methods, showed that the vast majority of these standards were based, not on new general methods, but on partially improved methods used in the past. In particular, the calculation methods of ES-2 and other foreign countries are based on various conventional schemes and analogies.
4. Comparison of the calculated and experimental values of the bearing capacity of continuous reinforced concrete structures (calculated according to the recommendations of various national design standards) showed unsatisfactory convergence and insufficient reliability of the calculation formulas. For some prototypes, including those with large shear spans (\(\mathbf{a}/\mathbf{h}_{0}=3\)), the design strength significantly exceeded their actual bearing capacity.
5. Modeling the complex stress-strain state of experimental structures by non-linear finite element calculations using the tested <<LIRA-Sapr>> software package made it possible to follow all stages of their work under load and numerically reproduce the results of the performed experiments, making a reliable prediction of their strength and the nature of their failure.
6. The proposed engineering method for calculating the strength near the supporting sections of continuous reinforced concrete beams and high grillages makes it possible to make a reliable forecast of their bearing capacity with satisfactory accuracy for practical purposes (coefficient of variation \(\mathbf{v}\leq 9\%\)).  
Conceptualization, Z.K. and I.K.; methodology, Y.K., I.G. and I.K.; validation, Z.K., Z.K. and I.K.; formal analysis, Y.K. and I.K.; resources, Z.K. and I.G.; data curation, I.K. and Y.K.; writing--original draft preparation, Z.K., I.K. and I.G.; writing--review and editing, Z.K. and I.G.; visualization, I.K. and Y.K.; supervision, Z.K. and I.K.; project administration, I.K. and Y.K.; funding acquisition, Z.K. All authors have read and agreed to the published version of the manuscript.  
This research received no external funding.  
Not applicable.  
The results of the experiment used to build the design model are published in monograph [16; 34].  
The authors declare no conflict of interest.