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Computational models can be created from the spirit of classical dynamics or in the spirit of the finite element method. To solve this problem, it is advantageous to work with discrete computational models. A numerical approach to the solution of the vehicle-bridge interaction problems requires to pay attention to the following matters: creating the vehicle and the bridge computational models, creating the computing programs for the solution of equations of motion and displaying of obtained results. New findings to the solution of the problem can be found for example in. The complete overview of the works in this area until the year 1975 was published by Tseng Huang in. American Society of Civil Engineers in published the 1st important report on this topic. While the problem of the dynamic of railway bridges was studied since the year 1847, the problems of dynamic of highway bridges start to be studied only in the 20th century. To the dynamic of railway and highway bridges are especially dedicated the monographs. Their work obtained world acknowledgment. Frýba laid the foundations to the deep tradition of modeling of moving load effects on transport structures. Simulation of moving load effect on bridges was induced by the collapse of the Chester Rail Bridge in England in the year 1847 and it can be traced in the literature since the year 1849. The moving load on bridges is one of the most important components of the load. Keywords: moving load, vehicle, bridge, numerical simulation, experimental test, dynamic response. The results of the experimental tests were compared with the results of the numerical solution. The correctness of the assumptions used in the numerical solutions was verified by measurement on a model beam in the laboratory. The deflections of the bridge and the deflection of the vehicle are compared with each other. The detailed comparison of both numerical approaches is made at a vehicle speed of 70 km/h. The influence of vehicle speed on vertical deflections in the middle of individual bridge fields is analyzed in the speed range from 0 to 130 km/h with a step of 5 km/h. Equations of motion are solved numerically in the environment of program system MATLAB by the Runge-Kutta 4th order method. A discrete computational model of a bridge with two degrees of freedom is used. The classic approach is used for the second time.
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The Newmark's method is used for the solution of equations of motion. For the first time, the task is solved by the finite element method in the environment of the program system ADINA. Two approaches are used in numerical modeling. The heavy vehicle is modeled as a discrete computational model with 8 degrees of freedom. The bridge is modeled as Bernoulli-Euler beam. The planar model of the vehicle and the bridge is adopted. The present paper analyses the effect of the moving load on a two-span bridge, both numerical and experimental way. The first impulse was the collapse of the Chester Rail Bridge in England in the year 1847. The analysis of the influence of moving load on bridges is carried out numerically or experimentally and can be traced in the literature since the year 1849.
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From the point of view of bridge structures, the moving load is one of the most important components of the load.