Introduction. The issue of features of formation and practical calculation of temporary moving load from vehicles on arched structures made of corrugated metal under the road embankment is considered. These features are related to the scheme of static work and deformation of a relatively flexible structure — mainly to bending under the influence of the prevailing vertical pressure from the soil of the embankment and in the conditions of the transfer of a temporary load through the soil of the embankment, which distributes this load in a certain way.
Problem Statement. In the current regulatory and methodological documents regarding the design of bridges and pipes, information on the rules for determining the amount of temporary moving load on pipes under highway embankments is limited to instructions regarding the parameters of a typical scheme of wheel loads (NK-100 or NK-80) and regarding the distribution of properties of the soil of the embankment, without setting out the methods and formulas necessary for practical calculations, which complicates the design to a certain extent. Normative and methodical documents directly related to the design of road structures made of corrugated metal also do not contain sufficiently complete and correct information on this issue.
Purpose. To supplement the idea of the peculiarities of the formation of temporary moving load on arched structures made of corrugated metal under the road embankment due to the influence of the mass of vehicles on the road and to show possible schemes for practical calculation of this load is the main goal and task of this work.
Research methods and results. The methodological basis of this work is the calculation-theoretical analysis of the influence of a temporary moving load on the stress-strain state of a semicircular vault (arch, under the conditions of a flat problem) made of corrugated metal and on changes in this state depending on the location of the vehicle relative to the span of the arch. According to the results of a series of calculations of the arch at different locations of the temporary moving load and at different heights of the embankment above the structure, changes in the shape and extreme values of the bending moment plot in the arch were established with the determination of the nature and degree of these changes.
Conclusions. It is shown how the shape, magnitudes and angular coordinates of the extreme values of the bending moment plot in arches change depending on the change in the location of the temporary moving load and the height of the embankment above the structure, the numerical data of such changes and data on the ratio of values of bending moments in different layout schemes are given — variation of a temporary moving load relative to a simple symmetrical load scheme, to which it is possible to lead (in some cases) asymmetric load schemes for practical calculations.
