In this paper, the principle of application of the FEMA310 document for seismic evaluation of existing buildings is briefly illustrated, for any building type, and examples of evaluation are given for the first and second tier of evaluation process, for two types of masonry structures. The application of this document at tier one and tier two of the evaluation process is a conservative, simplified way of determining seismic resistance, based on many experiential data and including the most important parameters of buildings that can affect seismic resistance. Instructions given by FEMA310 are easy to apply, but are adapted to US standards. Two examples for evaluation of masonry buildings on first and second tier of evaluation are given, for masonry buildings with rigid and flexible diaphragmas.

To optimize measurement procedures in laboratories, in terms of the balance between economics and risk, determination of the optimal calibration interval for measuring equipment has significant importance. This paper will show an approximate, but effective method for determination of initial calibration interval, regarding “ILAC” guidelines and original recommendations based on authors’ experience. The presented applied method is adapted for the equipment used in a laboratory for building materials and structural testing, and the results of its application are shown on the examples of several different instruments. Impact factors on calibration intervals are analyzed, and the basic recommendations for revision of the initial calibration intervals are given.

This paper presents a dynamic behavior analysis of an old cable-stayed footbridge over river Vrbasin Banja Luka. Identification of modal parameters, of this prone to vibrations footbridge structure,was performed using Operational Modal Analysis with Frequency Domain Decomposition method.Experimental test setups and obtained results, compared to the numerical values obtained by FEmodel updating, are shown. Modal Assurance Criterion was used for the confirmation of theuniqueness of experimentally obtained mode shapes, and also for the comparison of FE model modeshapes to the experimentally obtained ones, in the locations of measurement.

The use of the seven-wire strand in pretension structures so far has shown that such strands have a relatively long development length. An attempt to reduce the development length is reflected through the idea of a different strand geometry that has a more favorable shape. This new shape should have a greater inclination of the outer wires, increasing the resistance that occurs when moving through the concrete. The idea is primarily about the triangular distribution of wires in the cross-section of the strand. This paper reviews tests related to the use of innovative, triangular, and ten-wire strands. The tests exclusively relate to the strands formed by the use of steel wires.

АГГ+ [1]