Introduction. The present paper examines the specifics of construction supervision at international construction sites in the Far North, focusing on the unique challenges faced by project teams.

Aim. The study aims to perform a detailed analysis of the experience in working at international natural resource extraction sites, in particular the Arktik-SPG2 project related to the gas industry. Various challenges arising from extreme climatic conditions, as well as logistic and material issues are covered taking into account compliance with construction supervision regulations of various countries.

Materials and methods. The article proposes various supervision methods that are resistant to harsh weather conditions, which is critical for the successful implementation of projects. Supervision methods that have proven their effectiveness in the Arctic climate as ensuring the quality and safety of construction are presented.

Results. We provide the examples of differences in domestic and foreign regulatory documentation used for the construction of international facilities, emphasizing the need to adapt approaches to the regional specifics.

Conclusions. The article concludes with recommendations on staff motivation, engineer training, logistics optimization, and introduction of contemporary technologies for improving the quality and efficiency of construction supervision. In addition to the improved productivity, these measures will ensure the facility safety and sustainability especially important in the context of changing climate and growing environmental requirements. Moreover, we emphasize the importance of introducing contemporary technologies improving the quality and efficiency of construction supervision as a key factor in the successful implementation of projects in difficult climatic conditions.

Introduction. The current Russian standards for steel structures, including the SP 16.13330.2017, contain rather limited material in terms of calculating the stability of bending elements. Moreover, these documents provide no information on the calculation of variable cross-section bars for longitudinal and transverse bending, as well as for the stability of such elements. Claimed analytical methods for solving stability problems can offer ever more convenient solutions in addition to numerical analysis.

Aim. To develop a methodology for calculating the stability of bending elements with constant and variable I-sections; to improve the code of rules for steel structures in terms of arch stability.

Materials and methods. The present study includes the determination of coefficients accounting for the variability of the beam cross-section along the length; the Bubnov-Galerkin analytical method is used to consider the effect of the bending moment gradient. An alternative representation of bending-torsional beam characteristics takes into account the height effect of point load application. The obtained analytical solutions are compared in LIRA-SAPR and ABAQUS software packages.

Results. The performed analytical study offers a set of additional coefficients and formulas to support the development of a technique for calculating the stability of bending elements. The solutions are in line with the SP 16.13330.2017. The results of the numerical analysis confirm the obtained analytical solutions.

Conclusions. The present theoretical study has shown the possibility of improving the existing method for calculating the total stability of beams. The paper proposes a simple idea of regrouping the bending stability coefficient and making it deterministic for many cases including beams with a variable web height.

Introduction. The development of wooden housing construction requires the improvement of regulatory framework for the fire safety of building structures made from advanced wood materials. This appears impossible without conducting research into the fire resistance and fire hazard of such structures. Advanced wood materials such as laminated veneer lumber (LVL), cross-laminated timber (CLT), and laminated timber become increasingly widespread in construction.

Aim. To obtain reliable experimental and analytical data on developing recommendations for increasing fire resistance limits and reducing fire hazard of the studied building structures.

Materials and methods. The article presents tests of building structures made from advanced wood materials with various claddings and fire protection coatings. The tests were performed using State Standard 30247.1‑94 and State Standard 30403-2012 methods for determining the fire resistance limit and fire hazard class.

Results. The use of cladding and fire protection coatings increases the fire resistance limits of the studied vertical and horizontal wooden structures: up to R30 and K0(15) under State Standard R 59274-2020 fire-retardant paint with a consumption of 800 g/m2 for trusses, beams, purlins, and column supports of attic-less roofs; up to R120 and K0(45) under reinforced structural cladding made of two 12.5 mm plasterboard sheets and 50 mm non-combustible mineral wool slabs for load-bearing structures of buildings, including trusses, beams, and columns.

Conclusions. We suppose to use the results of the study for the development and improvement of regulatory documents in the field of fire safety, as well as for the development of a roadmap for regulatory documents of wooden housing construction, in particular for preparing amendments to the SP 64.13330.2017 “SNiP II‑25‑80 Wooden Structures”.

Introduction. The performed fire tests of wall masonry fragments made of large ceramic blocks show that wall structures have different fire resistance limits depending on the type of mortar, block size and location of internal partitions, wall thickness, and a number of other factors. This must be taken into account in the design of load-bearing and enclosing structures of buildings and civil engineering facilities.

Aim. To determine the fire resistance limit for masonry walls made of large ceramic blocks with a void factor of up to 57 % and prepare proposals for increasing their fire resistance limits.

Materials and methods. The tests were carried out until the limit state for the loss of integrity, thermal insulation capacity, and bearing capacity in accordance with State Standard 30247.1-94 "Elements of building constructions. Fire-resistance test methods. Loadbearing and separating constructions".

Results. The masonry has different fire resistance limits depending on the wall thickness, type of used mortar, and void factor of masonry wall products.

Conclusions. We provide recommendations on the need to check the fire resistance of masonry walls made of large ceramic blocks with a void factor of up to 57 %. In addition, measures should be developed to ensure fire resistance of adhesive mortar masonry walls, as well as walls of any masonry mortar type with a thickness less than 250 mm. We recommend to include a special section defining the requirements for the fire resistance of masonry in the set of rules for the design of enclosing structures made of large ceramic blocks.

Introduction. The abundance of numerical simulation approaches and engineering solutions, including the use of technical software packages, fails to find an appropriate universal method for increasing such a significant parameter as the durability of building structures.

Aim. To conduct tests of structural elements with specified parameters; to assess possible options of artificial elastic and low-modulus materials for damping structures, including their components, by the example of metal bridge beams.

Materials and methods. The study uses numerical assessment methods based on the parametric analysis of the cantilever and overhead crane beams by solving second-order differential equations. The frequency analysis of beams was carried out using computer simulation in the SolidWorks software environment. The obtained values of the logarithmic strength reduction indicators for metal bridge structures were compared with generally accepted reference values in certain ranges. The initial data of the numerical calculations for the bridge crane included the lifting capacity of 20 t and span of 19.5 m. The initial dimensions of the cross-section for the steel bridge beam were selected based on the methodology by V.E. Dus’e, Yu.V. Navarskii, and V.P. Zhegul’skii: H = 1.1 m; b = 0.6 m; S = 9 mm.

Results. Numerical and computer simulation has demonstrated the possibility of increasing the durability of structural elements in technical equipment damped by insulating materials. However, fatigue characteristics of the filler and its adhesion to the metal should be tested. An appropriate solution can be obtained provided the studied in detail layout of the insulating material inside the structure.

Conclusions. For optimization problems, it is necessary to conduct an assessment of the project cost. At the same time, the presented results show that this damping method has good prospects in terms of increasing the strength and durability of metal structural elements.

Introduction. The article examines patterns of moisture distribution in the layered structural materials of cultural heritage objects. The distribution of moisture in a porous material is determined by the geometry of the pore space, since a narrower capillary sucks moisture from a wider one. However, studies of the moisture distribution in the layered structure of materials used for the construction of cultural heritage objects shows that this pattern is often absent.

Aim. To identify the prevalence degree and causes for violation of patterns of moisture distribution in the layered structural materials of cultural heritage objects.

Materials and methods. The presented study includes the results of tests conducted by the authors using more than 2500 samples of materials from 24 architectural monuments of different periods and locations.

Results. An analysis of the moisture distribution in 413 horizontal sections to a depth of 50–65 cm shows the directions of change in the moisture content and average pore size coinciding in almost half of the cases; however, this contradicts the assumed patterns. We suggest that such a violation of the patterns may be caused by the development of voids in historical structures. Due to these voids, humidity modes may develop independently in individual sections of the masonry. To test this assumption, we have assessed the void degree of materials using both direct and indirect indicators. The assessment results have showed that areas with suspected violations of moisture distribution patterns predominantly have developed voids. Moreover, an extended assessment of all materials has proved the presence of voids even in areas with a visually identified counter-flow.

Conclusions. The conducted analysis has demonstrated the pattern of moisture distribution in the layered structural materials of cultural heritage objects to be determined by developed voids rather than by the properties of materials themselves.

Introduction. Foundations made of multi-blade screw piles represent a promising direction in construction. However, one of the difficulties preventing their wide spread in construction involves the limits of the standard methodology for determining the bearing capacity of screw piles. This problem can be solved based on a study of interaction between various types of screw piles and dispersed soils, followed by the development of a method for calculating bearing capacity and deformations, as well as establishing design requirements.

Aim. To study the interaction of two- and three-bladed screw piles at a test site in Dzerzhinsk, Russian Federation, with a sandy base under the action of pressing and pulling loads; to assess the effectiveness of these piles in sandy soils based on their bearing capacity.

Materials and methods. We use the Plaxis 2D specialized geotechnical complex with the Coulomb-Mohr elastic-plastic soil model to assess the results of field tests and numerical simulation for multi-blade screw piles of various sizes.

Results. Experimental studies of multi-blade screw piles have demonstrated 50–90 % difference between the bearing capacity for pressing and pulling loads at the same depth of the last blade. At an increase in the size of a three-blade pile by 30 and 70 %, the bearing capacity increases by 8 and 57 %, respectively; an increase in the size of a two-blade pile by 48 % increases the bearing capacity by 5 %. The numerically calculated values of the bearing capacity for a multi-blade screw pile are generally within the permissible deviation with 30 % margin.

Conclusions. The analysis of experimental data proves that screw two-blade metal piles with a blade pitch of 5.0D and d/D ratio of 0.66 represents an appropriate design solution for sandy soils. The numerical determination of bearing capacity for a multi-blade screw pile should take into account the loosening of soils cut through with pile blades, as well as the violation of the installation technology.

Introduction. Unconformable bedding of layers in the upper part of a geological section is widely applied in seismic microzoning (SMZ) practice. This challenges the use of some popular software for interpreting the effect of soil massif on the seismic wave field. The use of complex processing software, such as the finite element method, often appears unprofitable in the practice of SMZ for point facilities.

Aim. To develop simple techniques for obtaining solutions acceptable in terms of accuracy and labor costs for SMZ tasks including the unevenness of the subsurface contour.

Materials and methods. The paper considers the results of SMZ at the construction site of an extra critical point facility in Khabarovsk, Russian Federation. The main methodological approach of this study represents soil conditions by a series of models formed based on well data. We use computer simulation of wave fields to determine the response spectra and dynamic coefficients of each model. Seismic intensity increments are calculated using the direct SMZ method.

Results. Response spectra and dynamic coefficients obtained for each model were used to calculate increments and values of total seismic intensity. These values take into account the subsurface contour unevenness to define the boundaries of exact seismic intensity values.

Conclusions. The described methodology is supplemented with the results of SMZ during surveys for the construction of a point facility, taking into account the subsurface contour unevenness.

Introduction. Since September 2024, the construction industry of the Russian Federation has begun a gradual transition from the prescriptive method of standardization to a parametric approach establishing key requirements for design objects. In this regard, the regulatory framework must be revised to ensure the development of alternative methods and mechanisms for substantiating the compliance of design values and characteristics with safety requirements for both the structure as a whole and its bases and foundations.

Aim. To review the global experience of parametric standardization in geotechnics, identify key design requirements, and analyze methods for ensuring the safety of design solutions for bases and foundations.

Materials and methods. The analysis includes the study of domestic and foreign regulatory and methodological documents, as well as comparative calculations of test examples.

Results. We have established the obligatory requirements for design solutions of bases and foundations under the parametric standardization method.

Conclusions. The transition of the domestic standard system to the parametric method of construction design requires a certain time period. The requirements for compliance with the safety of bases and foundations in the parametric system of standards must still be achieved through ensuring reliability criteria during inspections of foundations, structures, and buildings for limit states by calculation, testing, and simulation. Scientific research, geotechnical monitoring, and observational methods, as well as geotechnical risk assessment will play an ever-increasing role in confirming the compliance of design solutions with regulatory requirements.

Introduction. The article examines various classifiers applied to mandatory procedures of the construction complex, as provided for in parts 3–7 of Article 52 of the Urban Development Code of the Russian Federation. Aim. To study and analyze the application of classifiers in mandatory procedures of the construction complex, provided for in parts 3–7 of Article 52 of the Urban Development Code of the Russian Federation; to identify cases of duplication or lack of information classification by the construction information classifier (CIC).

Materials and methods. We have identified the main procedures and needs according to the analysis of the Decree of the Government of the Russian Federation of December 25, 2021 No. 2490. Then, we have analyzed the classification of each individual need and determine the types of application cases for classifiers in relation to the CIC.

Results. As a result of the study, we have developed a classification of CIC application cases, as well as the percentage of CIC application in individual needs during the implementation of mandatory procedures in the construction complex, provided for in parts 3–7 of Article 52 of the Urban Development Code of the Russian Federation.

Conclusions. The performed analysis shows that the duplication of classifiers for the needs compiled in accordance with RF PP No. 2490 comprises 56.38 % (380 out of 674 needs in total) with 20.33 % of missed needs. Such a high percentage of duplications proves that the current CIC form leads to significant labor costs without achieving a useful effect. Therefore, it seems reasonable to limit the scope of responsibility for the independent clarified classifier to those positions where it has independent value, i.e., for 24 % of the needs within the framework of mandatory procedures.

Introduction. Despite the unstable economic situation, the Russian housing construction market is showing record growth. Therefore, the accuracy and validity of the taken decisions become as relevant as the rate of territorial project development. Active development and implementation of artificial intelligence technologies in construction open up opportunities for an effective response to current challenges by automating digital models for the development of territories, taking into account many factors, as well as regulatory and economic parameters.

Materials and methods. The article examines the developed multi-stage method for generating digital models of territories for housing development. The method uses a chain of AI algorithms, including for generating linear and area objects, as well as optimal functional zoning of the territory. This solves problems related to the design of street and road networks and determination of the functional purpose for the formed quarters including capital construction facilities and related infrastructure.

Results. Experimental studies on the application of the developed generation method have demonstrated a 200-fold reduction in the labor intensity of conceptual design compared to the classical approach. This ensures the ultra-fast and accurate development of concepts and greatly accelerates the work on complex projects. The method has been successfully tested and implemented in the rTIM digital AI platform for territorial information modeling.

Conclusions. Further research in the field of algorithm optimization has the potential to expand the scope of application for AI technologies to solve development problems in both multi-apartment residential projects and other areas of the construction industry.