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Numerično modeliranje polno nosilnih vijačenih momentnih spojev
ID Lisec, Damjan (Author), ID Može, Primož (Mentor) More about this mentor... This link opens in a new window

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PID: 20.500.12556/rul/dfda56c3-c5d3-436a-96dc-e135c6d6ea16

Abstract
Projektiranje jeklenih polno nosilnih vijačenih momentnih spojev prečka-steber z upoštevanjem faktorja dodatne nosilnosti za material prečke po SIST EN 1998-1 je lahko zelo zahtevno, še posebej v kombinaciji prečke z visoko upogibno nosilnostjo in jekla, ki poseduje višjo mejo tečenja. Elastična analiza takšnih spojev, ki so uporabni na potresno ogroženih področjih, navadno rezultira v velikih dimenzijah ojačitev, le-te pa večkrat niso sprejemljive z arhitekturnega stališča. Komponentna metoda, predstavljena v standardu SIST EN 1993-1-8, ki je bila razvita pretežno za plastično analizo delno nosilnih spojev se lahko uporabi tudi za plastično analizo spojev, ki so polno nosilni. Pričujoče magistrsko delo obravnava vpliv monotone in ciklične obtežbe na vijačen momentni spoj prečka-steber, katerega sestavni del je prečka z visoko upogibno nosilnostjo. V ta namen je uporabljena prečka iz vroče valjanega profila HEA 600 z jeklom kvalitete S355. Preučevani sta dve različni konfiguraciji spojev. Prva konfiguracija je ojačana z dvema rebroma, druga pa z rebrom in kratko vuto. Obe sta polno nosilni v skladu s SIST EN 1998-1, njuna upogibna nosilnost in sile v vijakih pa so izračunane s komponentno metodo. Nosilnost spoja, ojačanega z dvema rebroma je preverjena tudi s pomočjo postopka, opisanega v ameriškem standardu ANSI/AISC 385-16. Na podlagi izračunanih dimenzij sta v programskem okolju Abaqus obe konfiguraciji numerično modelirani, s pomočjo dobljenih rezultatov pa je analiziran vpliv na monotono in ciklično obtežbo ter obravnavana primernost uporabljenih standardov za projektiranje.

Language:Slovenian
Keywords:načrtovanje nosilnosti, potresno odporno projektiranje, komponentna metoda, vijačeni spoji, Abaqus, metoda končnih elementov, monotona obtežba, ciklična obtežba
Work type:Master's thesis/paper
Typology:2.09 - Master's Thesis
Organization:FGG - Faculty of Civil and Geodetic Engineering
Publisher:[D. Lisec]
Year:2017
PID:20.500.12556/RUL-92667 This link opens in a new window
UDC:519.61/.64:62-112.83:624.042.7(043.3)
COBISS.SI-ID:8092513 This link opens in a new window
Publication date in RUL:25.06.2017
Views:1992
Downloads:572
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Secondary language

Language:English
Title:Numerical analysis of full-strength bolted joints
Abstract:
The design of steel full-strength bolted beam-to-column moment connections considering the overstrength factor for the beam material according to SIST EN 1998-1 is particularly demanding especially in case of heavy beam profile in combination to higher grade material. The elastic design of the full-strength connection leads to very stocky joint, which is often not acceptable from architectural point of view. The component method presented in SIST EN 1993-1-8 that was developed mainly for the plastic design of partial-strength joints may also be used for the plastic design of full-strength connections. This thesis studies bolted beam-to-column joints under monotonic and cyclic loading, particularly hot rolled HEA 600, S355 beam that has high bending capacity. Two different configurations of bolted connection of HEA 600 to column are studied in order to achieve full-strength connection as defined in SIST EN 1998-1, namely eight-bolt rib stiffened and haunched connection. Both joint configurations are first calculated according to SIST EN 1993-1-8 using the component method, where bolt forces and joint bending capacity were determined. Rib stiffened configuration is also designed considering the procedure given in ANSI/AISC 385-16. The numerical model, based on this design, was built in FE software Abaqus to observe behaviour under monotonic and cyclic loading and to investigate the adequacy of design according to the used building codes.

Keywords:capacity design, earthquake resistant design, component method, bolted connections, Abaqus, finite element method, monotonic load, cyclic load

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