Snow Load Research Articles

Return values of temperature and snow loadings for 50, 100 and 120-year return periods to support building design standards in Ireland

Abstract. This research produced gridded datasets and maps for use in building design standards to enhance resilience in support of climate change adaptation in Ireland. The new isothermal maps of return values of maximum and minimum air temperatures at mean sea level for 50, 100 and 120-year return periods based on the generalised extreme value distribution will be crucial to inform the design of buildings and bridges. The warming of the maximum and minimum air temperatures due to climate change has increased the intensity of the highest maximum air temperature while decreasing the intensity of the lowest extreme minimum air temperature of the new isothermal maps compared to previously published maps for a 50-year return period. Specifically, the new extreme isotherms are 32 ∘C for the maximum air temperature and −14 ∘C for the minimum air temperature, whereas the processor maps presented 30 and −16 ∘C, respectively. The geographical distribution of the isotherms for the 120-year return period range from 28 to 34 ∘C for the maximum air temperature and from −6 to −18 ∘C for the minimum air temperature. For the first time, isothermal maps of return values of the lowest 10 cm soil temperature for 50, 100 and 120-year return periods based on the generalised extreme value distribution have been produced for Ireland. The results presented here will be paramount to supporting the design of building structures. The values of the 120-year return period range from 0 to −2 ∘C. The produced maps represent the worst-case scenario in the current context of climate warming. The new maps of return values of snow loading at 100 m above mean sea level for 50, 100 and 120-year return periods based on the generalised Pareto distribution will be indispensable to support the design of buildings and civil engineering works such as roof patterns or bridges. The values of the 50-year return period map present four classes spread North-East to South-West: < 0.3, 0.3–0.4, 0.4–0.5 and 0.5–0.6 kN m−2, which is more accurate than the previously published map. It is expected that the comprehensive explanation of the methods and the rationale for the new maps presented here as being more accurate than the preceding maps will assist regulators in adopting these new maps in their own jurisdictions. Furthermore, these new maps will be of interest to a diversity of sectors, planners and policymakers to make long, lasting and climate-based sensitive decisions.

Crown snow load outage risk model for overhead lines

In the northern hemisphere, snow accumulating on trees and overhead lines causes widespread outages in the electricity distribution networks. Accurate outage risk models are an essential element in improving the resilience of modern distribution networks. In this paper, a Random Forest-based model for estimating the susceptibility of overhead lines to outages caused by tree crown snow loads is proposed. The model uses a novel combination of an aerial inspection outage risk dataset, an advanced forest crown snow load risk map, a canopy height model, and forest characteristics data. All predictor variables used in the study are available as open data. As a result, outage risk probability in 50 m overhead line sections for a distribution network was generated. Cross-validation of the model showed a good predictive performance with a receiver operating characteristic area under curve (ROC AUC) of 0.75 and an accuracy of 0.74. The impact of the predictor variables was investigated by using Shapley additive explanations (SHAP) values. The most impactful variables were the forest crown snow load risk, the number of nearby canopy height model pixels, and the birch tree volume. The outage risk probability model developed in this paper could be similarly applied to assess the crown snow load risk in other distribution networks or even in other types of networks, such as roads and railways.

Optimization of Glulam Regular Double-Tapered Beams for Agroforestry Constructions

This paper addresses the lack of attention paid by the scientific community to the optimization of timber structures, specifically in the context of large-span agro-industrial constructions. The study focuses on the optimization of a three-dimensional roof composed of GL32h glulam regular double-tapered beams and purlins. Firstly, MATLAB was employed to develop a calculation software and then run the proposed optimization model based on genetic algorithms, in order to optimize the different geometries of the construction elements based on cost, as well as the optimum arrangement of the purlins and the number of beams. Moreover, statistical analyses were carried out on more than 200 optimization data points to uncover the influence of different variables in the optimization process. It was found that the snow load and span have a significant influence on the prediction of the height and width of beams and purlins, as well as the purlin spacing; while, as expected, the roof length also influences the optimal number of beams. All these findings could promote the use of timber structures; thus, achieving more sustainable and efficient construction practices.

Optimal configuration of tapered steel gable frames based on total installed costs using the Enhanced Crystal Structure Algorithm

Steel gable frames are the structural system of choice for industrial buildings and warehouses. As the frame span length and column height increase, prismatic members become economically infeasible, whereas tapered members can be optimized to provide the highest material usage efficiency and the least possible cost. The objective of this study is to compare the optimal design of four different practical configurations of tapered steel gable frames against the case of using prismatic members. Therefore, the optimal configuration for each span length, column height, and loading condition can be determined. Five distinct loading conditions are considered including high wind loads, high seismic loads, and low, medium, and high snow loads. The study results led to developing decision support charts to determine the optimal configuration based on the ratio of the material cost to the total installed costs, including material, fabrication, and erection costs. In addition, higher material savings can be achieved by using tapered members with a larger number of member divisions and design variables by about 14% up to 25.3% compared to using only prismatic members.

Deciphering the Whisper of Volcanoes: Monitoring Velocity Changes at Kamchatka's Klyuchevskoy Group With Fluctuating Noise Fields

AbstractVolcanic inflation and deflation often precede eruptions and can lead to seismic velocity changes () in the subsurface. Recently, interferometry on the coda of ambient noise‐cross‐correlation functions yielded encouraging results in detecting these changes at active volcanoes. Here, we analyze seismic data recorded at the Klyuchevskoy Volcanic Group in Kamchatka, Russia, between summer of 2015 and summer of 2016 to study signals related to volcanic activity. However, ubiquitous volcanic tremors introduce distortions in the noise wavefield that cause artifacts in the estimates masking the impact of physical mechanisms. To avoid such instabilities, we propose a new technique called time‐segmented passive image interferometry. In this technique, we employ a hierarchical clustering algorithm to find periods in which the wavefield can be considered stationary. For these periods, we perform separate noise interferometry studies. To further increase the temporal resolution of our results, we use an AI‐driven approach to find stations with similar responses and apply a spatial stack. The impacts of snow load and precipitation dominate the resulting time series, as we demonstrate with the help of a simple model. In February 2016, we observe an abrupt velocity drop due to the M7.2 Zhupanov earthquake. Shortly after, we register a gradual velocity increase of about 0.3% at Bezymianny Volcano coinciding with surface deformation observed using remote sensing techniques. We suggest that the inflation of a shallow reservoir related to the beginning of Bezymianny's 2016/2017 eruptive cycle could have caused this local velocity increase and a decorrelation of the correlation function coda.

Investigation of Corrosion Effects on Collapse of Truss Structures

Corrosion damage is a serious problem in steel structures. The cross-sectional loss in the structural members due to corrosion reduces the load-carrying capacity of the members and the stability of their structures. In this study, the main reasons for the collapse of three steel sports infrastructure facilities after moderate snowfall were investigated by conducting field observations and detailed numerical analyses. Finite element models of the structures were developed by considering the effects of different rafter systems and corrosion damage at their columns’ support regions. The load-carrying capacity ratios and stress distributions of the structural members were determined under the effect of the snow load at the time of the collapse. The analysis results were consistent with the damage modes observed during site inspections. The snowfall was not the primary cause of the collapse; however, the section and joint losses due to excessive corrosion, improper erections, and discrepancies between the design project and the as-built project were the main reasons for the collapse.

Future projections of atmospheric icing in Norway

Atmospheric icing is a major weather hazard, known to cause problems for many sectors of society, in particular for power transmission lines. Considering that such structures are designed with a typical expected lifetime of 70 years, climate change impacts on extreme ice loads should be considered. Atmospheric ice accumulation can be modelled with meteorological input from numerical weather prediction models and extreme loads can thereby be estimated. Here we apply dynamical downscaling of the two global climate models, CESM2 and MPI-ESM1‐2-HR, and three future scenarios, using a regional model, WRF, to obtain high resolution data for future atmospheric ice load projections. Results based on both climate models indicate that future 10-year return values of wet snow loads are generally decreasing in the lowlands and increasing at higher elevation for all three scenarios, linked to a general increase in temperature and extreme precipitation. Results for future 10-year rime ice loads differ between the two downscaled models due to differences in regional warming levels and model biases. More research, involving downscaling of more climate models or the use of other methodologies, is needed to obtain more robust projections and uncertainty estimates before design engineers can make any considerations about future ice loads. However, large uncertainties in climate model projections of regional climate challenge the constraint.

Assessment and Rehabilitation Solutions for an Industrial Hall Affected by Extreme Actions

The original structure of the industrial hall consisted of longitudinal reinforced concrete frames with columns and beams and 133 timber roof trusses (33.5 m span each), which were supported on longitudinal beams. Owing to the extreme action of snow, many trusses in the timber roof crashed down and fell onto the auxiliary structure. This led to the occurrence of a 200 mm distance between two elements in the bottom flange connection area, a 150 mm displacement in the upper part of the reinforced concrete (RC) columns, and many transversal cracks. The main causes that led to the collapse of the timber roof trusses were the high level of stress applied on the structure by snow loads in December 2018, as compared with the provisions of the Romanian code, the fact that the structure was designed for a rigid transversal frame instead of a deformable structure, and the insufficient dimensions of the cleats used on the bottom flange. The rehabilitation solution chosen consisted in lifting the timber roof trusses, after their crashing down, to near their initial level. The degraded structure was strengthened by: (1) consolidating each timber roof truss using a steel tension rod at the bottom flange of the truss, with the timber truss anchored at both ends by being inclined and perforated; and (2) for the RC columns, the strengthening solution was based on carbon fiber reinforced polymer (CFRP) lamellas and wraps.

Hyperbolic Paraboloid Tensile Structure—Numerical CFD Simulation of Wind Flow in RWIND Software

Tensile membrane structures combine a prestressed roofing envelope material and supporting elements. To design these structures, there is a set of recommendations in the European Design Guide for Tensile Surface Structures and some other national standards. However, currently, there is no official standard related to the design process of tensile structures in the European Union. The structure studied in this project is considered as permanent roofing of an external testing device in the shape of a simple hyperbolic paraboloid without enclosing walls. Snow and wind loads were analyzed as the most critical types of loading in the location. Determining the value of the snow load is relatively simple according to the European standard. However, in the case of the wind load, this shape is not considered in the European standard and needs to be solved experimentally or by numerical simulation in a wind tunnel. The present contribution focuses on numerical analysis of the wind flow in RFEM software and simulation of the wind tunnel in RWIND software.

Open-Source Vertical Swinging Wood-Based Solar Photovoltaic Racking Systems

Vertical bifacial solar photovoltaic (PV) racking systems offer the opportunity for large-scale agrivoltaics to be employed at farms producing field crops with conventional farming equipment. Unfortunately, commercial proprietary vertical racks cost more than all types of conventional PV farm racking solutions. To overcome these cost barriers, this study reports on the development of a new wood-based PV racking design. The open-source design consists of a hinge mechanism, which reduces mechanical loading and enables wood to be used as the main structural material, and is the first of its kind. This open-source vertical wood-based PV rack is (i) constructed from locally accessible (domestic) renewable and sustainable materials, (ii) able to be made with hand tools by the average farmer on site, (iii) possesses a 25-year lifetime to match PV warranties, and (iv) is structurally sound, following Canadian building codes to weather high wind speeds and heavy snow loads. The results showed that the capital cost of the racking system is less expensive than the commercial equivalent and all of the previous wood-based rack designs, at a single unit retail cost of CAD 0.21. The racking LCOE is 77% of the cost of an equivalent commercial racking system using retail small-scale component costs, and is 22%, 34%, and 38% less expensive than commercial metal vertical racking, wood fixed tilt racking, and wood seasonal tilt racking costs, respectively. Overall, wooden vertical swinging PV racking provides users with a low-cost, highly available alternative to conventional metal vertical racking, along with a potential increase in energy yield in high wind areas thanks to its unique swinging mechanism.

Buckling Load of Lattice Timber Roof Structure considering Stiffness of Connection with Asymmetric Snow Load

Buckling Load of Lattice Timber Roof Structure considering Stiffness of Connection with Asymmetric Snow Load

Analysis of frames of operating metallurgical shops under reconstruction

Introduction. A large number of industrial metallurgical shops, currently in operation in Russia, were erected in 1960–1980. Nowadays, these facilities need large-scale reconstruction to improve the production procedure and to install new, high performance and environmentally friendly equipment and automated control systems. Higher capacity production requires a change in the frame behaviour and the loads acting on it, in comparison with the design ones. It should be noted that the remaining service life of the frame is coming to an end in the harsh environment of a metal factory, and therefore, it needs a major overhaul and reinforcement to ensure smooth operation under the action of new loads.
 
 Materials and methods. To ensure the most accurate evaluation of forces and displacements in the frame elements and to design its reinforcement, it is advisable to perform a 3D analysis of the frame using the finite element method. This analysis must take into account current regulatory requirements, that are much tighter than those that were in effect when the frame was designed (for example, higher standard snow load, requirements ensuring protection from progressive collapse, higher values of some reliability factors, etc.).
 
 Results. The author describes the practical analysis of the frame of converter shop No. 2 at Novolipetsk Iron and Steel Works (NLMK), which was part of a reconstruction project, that included replacement of two converters with gas exhaust ducts and construction of a fugitive emission treatment system. The calculation model was described; loads acting on the frame of the converter shop were provided; principal combinations of loads and progressive collapse prevention actions were analyzed. The analysis confirmed that the bearing capacity of some structures was insufficient, and therefore, they were to be reinforced.
 
 Conclusions. Proper analysis of the stress-strain state of the frame was made using the finite element method. The bearing capacity of the converter shop frame was analyzed, and its effective reinforcement was designed according to current standards. Further research will be focused on improving the analysis by contributing the actual stiffness of joints, evaluating actual loads and ensuring the combined action of enclosing and other non-bearing structures.

Analysis of the stability behavior of cross bracings in transmission towers based on experiments and numerical simulations

Angle steel towers are widely used in various transmission lines owing to their convenient connections, easy availability, simple production processes, and high efficiencies. Cross bracings play an important role in resisting wire tension, wind, and snow loads as the main support components ensuring the stability of an angled steel tower. Thus, an analysis of the buckling resistance of cross bracings is significant in improving the bearing capacity of transmission towers. In this study, full-scale tests of equal-leg and unequal-leg angles in planar tower sections were conducted. The influence of the axial force ratio on the stability of a cross bracing was studied based on numerical simulations and compared with the current codes. The results revealed that the failure mode of an equal-leg angle cross bracing was always out-of-plane buckling, whereas the final failure mode of an unequal-leg angle steel cross bracing could be out-of-plane buckling or both out-of-plane and in-plane co-buckling. With an increase in the axial force ratio, the buckling resistance of the cross bracing decreased rapidly, with over 40% decline in the amplitude. The buckling resistance of the unequal-leg angle was approximately 20% higher than that of the equal-leg angle at all axial force ratios. Compared with the current codes for tower structures, we discovered that the code values and finite-element results were considerably different. Notably, the calculation methods of ASCE 10-15 and EN1993-3-1 neglect the variation in the effective length with the axial force ratio. Although DL/T 5154-2012 considers the effect of the axial force ratio, the values are all greater than the finite-element results. The findings of this study can help elucidate the cross bracing stability in angle steel lattice towers.

Deformability of single layer diamatic space frame Domes under non-symmetrical snow load and earthquake shaking

Earthquakes can significantly affect long-span structures such as Single Layer Diamatic Space Frame Domes, particularly; when exposed to non-symmetric snow loads. The structural system and structure geometry of this lightweight frame structure in combination with non-symmetrical loading conditions may lead to the instability of structural members. There are several relevant effective structural characteristics such as connecting joint systems, member specifications, support conditions and whole structure systematic configuration which can affect the deformability of a structure under earthquake loading. A numerical investigation has been conducted to investigate the earthquake effects on this structure under different loading conditions. Based on the conducted numerical investigation concerning structure deformability, the structure of the system and geometry had lesser influence than parameters such as the structure's natural period, base shear and behaviour coefficient. Six domes with different geometrical form types were considered in the modelling process. It seems that the stability of a dome with non-symmetrical snow loading is more critical while earthquake shaking takes place. The dynamic deformability of most of the dome types was higher when symmetrical snow load under different earthquake acceleration time histories was applied however for a few of the dome types the deformability was higher under non-symmetrical snow loading conditions.

MONITORING STRESS-STRAIN STATE OF THE UNIQUE TRANSFORMED LONG-SPAN SHELL OF THE GAZPROM ARENA STADIUM AS A BASE FOR ITS SAFE OPERATION

Introduction. The main provisions for the development of a system for monitoring the stress-strain state (SSS) of the shell covering the Gazprom Arena stadium are described. This shell characterized by an elevated consequence level under Federal Law 384-FZ belongs to a CS-3 class as per GOST 27752 «Safety of structures in buildings and civil engineering works». According to these documents, a stress-strain state monitoring system should be installed in such a building, functioning for the entire life of the structure.Aim. In this work, an SSS monitoring system was developed and installed in order to determine the parameters of the stress-strain state under continuous control of the unique shell operated at the Gazprom Arena stadium.Materials and methods. The method of determining the parameters of the stress state, including the snow load over the stadium surface, as well as the strain state, was described. The parameters of the strain state were defined using an automated system installed for the first time in construction practice on a unique long-span shell. The process of installing and configuring an automated system of monitoring the strain state was described.Results. A stress-strain state monitoring system was developed that allows continuous monitoring of the unique long-span transformable shell operated at the Gazprom Arena stadium in St. Petersburg. Examples of a graphical deformation scheme were obtained as a result of processing the parameters of the strain state.Conclusions. The development of the most sophisticated stadium in the world having a transformable unique large-span shell and a football field resulted in a sports complex that meets FIFA’s strict requirements for arenas of the World Cup. The system of monitoring the stress-strain state allowed the semi-final and several group matches of the 2018 FIFA World Cup in Russia, as well as eight matches of the European Championship in 2021, to be successfully and safely held. The stadium was ready to host the Champions League Final. Scientific and technical support, including SSS monitoring, ensured the following: monitoring the stress level in the metal elements of a unique long-span shell; determining the movements of its elements; plotting a deformation scheme of the structure; preventing possible emergency situations that occurred and may further occur during the operation of the unique structure.

EXPERIMENTAL STUDY OF SNOW LOAD DISTRIBUTION ON A SHELL OF THE GRAND SPORTS ARENA OF LUZHNIKI OLYMPIC COMPLEX

Introduction. The mechanism of the formation of snow deposits on the shell of the Luzhniki GSA and their redistribution in winter were established on the basis of the data obtained during the monitoring of the snow load for over 20 years.Aim. In this article, the mechanism of the formation of snow deposits and their distribution on the shell of the Luzhniki GSA were determined, along with the numerical values of the form factor μ characterizing the transition from the ground snow load to the snow load on the shell.Materials and methods. The measurements of the load and density of snow deposits on the shell of the Luzhniki GSA were carried out from 1998 to 2019. The obtained results were compared with the parallel measurements of ground snow load (GSL) in Luzhniki. In addition, the snow load, as well as statistical data analysis on the maximum annual values of the GSL, were analyzed using the hydrometeorological data of decadic snow surveys in Moscow, performed by the V.A. Mikhelson Meteorological Observatory following the dates of field measurements. The graphs of the repeatability of wind directions for the month preceding the observation dates were plotted.Results. The maximum values of the form factor μ for each section of the shell were obtained. The areas characterized by increased snow deposition on the shell during various periods of snow accumulation andthe dependence of their formation on wind speeds and directions in winter were revealed. Graphs depicting the distribution of snow load on the surface by observation years were plotted. It was established that the values of snow loads on the GSA shell during the observation period generally lay within the design values, except for local zones near the internal contour during the installation of the canopy.Conclusion. It was shown that the formation, accumulation, and redistribution of snow deposits on the shell comprise a complex and uneven process, varying from winter to winter. When selecting the analytical models of snow loads for calculating unique load-bearing structures, it is necessary to account for the most unfavorable wind flow directions, at which an uneven snow deposition pattern occurs, as well as the physical properties of the shell and field observations.

Synoptic Variability in Satellite Altimeter‐Derived Radar Freeboard of Arctic Sea Ice

AbstractSatellite observations of sea ice freeboard are integral to the estimation of sea ice thickness. It is commonly assumed that radar pulses from satellite‐mounted Ku‐band altimeters penetrate through the snow and reflect from the snow‐ice interface. We would therefore expect a negative correlation between snow accumulation and radar freeboard measurements, as increased snow loading weighs the ice floe down. In this study we produce daily resolution radar freeboard products from the CryoSat‐2 and Sentinel‐3 altimeters via a recently developed optimal interpolation scheme. We find statistically significant (p < 0.05) positive correlations between radar freeboard anomalies and modeled snow accumulation. This suggests that, in the period after snowfall, radar pulses are not scattering from the snow‐ice interface as commonly assumed. Our results offer satellite‐based evidence of winter Ku‐band radar scattering above the snow‐ice interface, violating a key assumption in sea ice thickness retrievals.

Winter Arctic sea ice thickness from ICESat-2: upgrades to freeboard and snow loading estimates and an assessment of the first three winters of data collection

Abstract. NASA's ICESat-2 mission has provided near-continuous, high-resolution estimates of sea ice freeboard across both hemispheres since data collection started in October 2018. This study provides an impact assessment of upgrades to both the ICESat-2 freeboard data (ATL10) and NASA Eulerian Snow On Sea Ice Model (NESOSIM) snow loading on estimates of winter Arctic sea ice thickness. Misclassified leads were removed from the freeboard algorithm in the third release (rel003) of ATL10, which generally results in an increase in freeboards compared to rel002 data. The thickness increases due to increased freeboards in ATL10 improved comparisons of Inner Arctic Ocean sea ice thickness with thickness estimates from ESA's CryoSat-2. The upgrade from NESOSIM v1.0 to v1.1 results in only small changes in snow depth and density which have a less significant impact on thickness compared to the rel002 to rel003 ATL10 freeboard changes. The updated monthly gridded thickness data are validated against ice draft measurements obtained by upward-looking sonar moorings deployed in the Beaufort Sea, showing strong agreement (r2 of 0.87, differences of 11 ± 20 cm). The seasonal cycle in winter monthly mean Arctic sea ice thickness shows good agreement with various CryoSat-2 products (and a merged ICESat-2–CryoSat-2 product) and PIOMAS (Pan-Arctic Ice-Ocean Modeling and Assimilation System). Finally, changes in Arctic sea ice conditions over the past three winter seasons of data collection (November 2018–April 2021) are presented and discussed, including a 50 cm decline in multiyear ice thickness and negligible interannual differences in first-year ice. Interannual changes in snow depth provide a notable impact on the thickness retrievals on regional and seasonal scales. Our monthly gridded thickness analysis is provided online in a Jupyter Book format to increase transparency and user engagement with our ICESat-2 winter Arctic sea ice thickness data.

Comparing Extreme Value Estimation Techniques for Short-Term Snow Accumulations

The potential weight of accumulated snow on the roof of a structure has long been an important consideration in structure design. However, the historical approach of modeling the weight of snow on structures is incompatible for structures with surfaces and geometry where snow is expected to slide off of the structure, such as standalone solar panels. This paper proposes a “storm-level” adaptation of previous structure-related snow studies that is designed to estimate short-term, rather than season-long, accumulations of the snow water equivalent or snow load. One key development associated with this paper includes a climate-driven random forests model to impute missing snow water equivalent values at stations that measure only snow depth in order to produce continuous snow load records. Additionally, the paper compares six different approaches of extreme value estimation on short-term snow accumulations. The results of this study indicate that, when considering the 50-year mean recurrence interval (MRI) for short-term snow accumulations across different weather station types, the traditional block maxima approach, the mean-adjusted quantile method with a gamma distribution approach, and the peak over threshold Bayesian approach tend to most often provide MRI estimates near the median of all six approaches considered in this study. Further, this paper also shows, via bootstrap simulation, that the peak over threshold extreme value estimation using automatic threshold selection approaches tend to have higher variance compared to the other approaches considered. The results suggest that there is no one-size-fits-all option for extreme value estimation of short-term snow accumulations, but highlights the potential value from integrating multiple extreme value estimation approaches.

Методика визначення кліматичних навантажень за даними регіональної мережі метеостанцій

The work is devoted to the adaptation of the planar approximation method to determine the characteristic values of snow cover weight and wind pressure at a given design point based on the data of a local network of weather stations. Important elements of the research are the provision of specified reserves for the determination of characteristic values, as well as the analysis of the possibility of using a single equation for the entire territory of each of the administrative regions of Ukraine. The initial data are characteristic values of snow cover weight and maximum wind pressure with a recurrence period of 50 years at 171 plain weather stations of Ukraine. According to the data of the weather stations of the region, the equation of the Euclidean plane is established by the method of least squares, which generally reflects the trend of territorial changes in the characteristic value of the load. Calculations for three project points from different geographical regions of Ukraine showed that the equations of the approximating Euclidean plane should be made taking into account the data of the local network of weather stations located within a radius of 100...150 km from the project point. Based on the obtained equation and the geographical coordinates of the design point, the desired characteristic value of the load is calculated. The necessary reserves in determining the characteristic values of the loads are provided taking into account the statistical distribution of the data of individual weather stations relative to the obtained Euclidean plane. In order to substantiate the possibility of describing the trends of territorial changes in the characteristic values of snow and wind loads within the entire territory of the administrative region with a single equation of the Euclidean plane, calculations were made for five regions of Ukraine. The deviations obtained by this equation of the characteristic values of the loads from the actual data of individual weather stations are basically close to the similar deviations of the territorial zoning maps of the current DBN B.1.2-2:2006 "Loads and influences". The results of the study confirmed the possibility of determining the characteristic values of climatic loads at a given geographic (design) point with a given level of security according to the equation of the Euclidean plane, which was established by the method of least squares based on the data of the local network of weather stations in the region. In most cases, this equation can be the same for the entire territory of the administrative region. The division of the territory of the region into parts with significantly different climatic conditions contributes to the reduction of probable errors in determining the characteristic values of loads.