Engelhardt M D and Sabot T A.Seismic-resistant steel moment connections:development since the l994 Northridge Earthquake[R].Construction Research Communicatons Limited,1997,ISSN,1365-055.
[5]
Lu L-W,Ricles J M,Mao C,Fisher J W.Critical issues in achieving ductile behaviour of welded moment connections[J].Journal of Constructional Steel Research,2000,55,325-341.
[6]
Anderson J C,Duan J,Xiao Y and Maranian P.Cyclic testing of moment connections upgraded with weld overlays[J].Journal of Structural Engineering,2002,128(4):509-516.
[7]
田中淳夫.梁端混合连接[J],建筑技术(日),1994,9.
[8]
Lee K,Foutch D A.Performance evaluation of new steel frame buildings for seismic loads[J].Earthquake Engineering and Structural Dynamics,2002,31,653-670.
[9]
Mahin S A.Lessons from damage to steel buildings during the Northridge earthquake[J].Engineering Structures,1997,19(2):261-270.
[10]
Gates W E,Morden M,Professional structural engineering experience related to welded steel moment frame following the northridge earthquake[J].the Structural Design of Tall Building,1996,5(1):29-44.
Whittaker A,Gilani A,Bertero V,Evaluation of pre-Northridge steel moment-resisting frame joints[J].The Structural Design of Tall Buildings,1998,7,263-288.
[16]
Righiniotis T D,Omer E,Elghazouli A Y.A simplified crack model for weld fracture in steel moment connections[J].Engineering Structures.2002,24(12):1133-1140.
Popov E P,Yang T-S,Chang S-P.Design of steel MRF connections before and after 1994 Northridge earthquake[J],Engineering Structures.1998,20(12):1030-1038.
