Wiązary dachowe o węzłach typu K projektuje się według układu prętów pokazanego na rys. 1. Pasy kratownicy wykonuje się z ceowników, a skratowanie z kątowników równoramiennych. Połączenie krzyżulców z pasem dolnym kratownicy można wykonać jak na rys. 2 lub 3. W pierwszym przypadku występuje nieosiowe połączenie krzyżulców i pasa. Przedstawiono sposób sprawdzania nośności węzła kratownicy, wykonanego według rysunku 2, biorąc pod uwagę wpływ momentu zginającego w pasie dolnym kratownicy (rys. 4) na nośność węzła. Słowa kluczowe: kratownice stalowe, projektowanie węzłów kratownic z prętów o przekroju otwartym, mimośrodowe połączenie prętów skratowania z pasem dolnym kratownicy Keywords: steel trusses, designing of trusses joints connecting angle brace members and channel section chords, gap K joints in trusses
The basis for calculating of resistance of welded RHS connections is provided by codes and international guidebooks. In the matter of calculation of the resistance of welded joints, the European standard contains very general recommendations without specifying the detailed calculation procedures, which (the) designers could use in their work. Estimation of resistance of welded semi-rigid joints is a complex issue because it requires determining of effective lengths of welds, their placement on the member walls with their different rigidity, and distribution of components of the load acting on each section of welds in various joint areas. In this paper an approximate assessment is suggested of the resistance of the welded connection in the overlapped K type joints, made of rectangular hollow sections.
This paper presents research activity related to design of trusses made of channel sections according to Eurocodes. Roof trusses made of hot rolled channel sections are designed primarily for medium spans and relatively small loads. On the basis a method is proposed for the design of welds in K and N truss connections by using a method of effective lengths. Such welded joints should be design on the basis of the axial force in bracing. The layouts of the welds and the procedure for calculating the lengths of the weld are also proposed. In the case of intermediate joints of the top chord the shape of the joint with an insert made of channel used to fix braces to obtain their connection with sufficient resistance is suggested. A solution of support joints suitable for the direct arrangement of fillet welds connecting the top chord and first brace with the stubs made of square or rectangular hollow sections is also presented. Described methods enable to design of welded connections of trusses made of channel sections. These recommendations are valid for fillet or groove welded joints subjected to predominantly static loading.
In calculating the resistance of welds within the connections between hollow sections in EN 1993-1-8, very general information is given without presenting specific calculations. The chief recommendations indicate that the resistance of the welds connecting the wall to the second element should not be less than the resistance of the cross section of the wall. In addition, assessment of the welds' resistance based on the effective lengths is viable in cases when forces in the braces are smaller than the resistance of the joint, though the detailed method was not specified. The objective of this paper is to present the most up-to-date information about the design of overlap welded joints with a reinforcing rib plate.
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