A Research on Earthquake Resisting Properties of Steel Beam-to-Column Connections
| Project/Area Number |
59550374
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| Research Category |
Grant-in-Aid for General Scientific Research (C)
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| Allocation Type | Single-year Grants |
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| Research Field |
Building structures/materials
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| Research Institution | HIROSHIMA UNIVERSITY |
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Principal Investigator |
MUKUDAI YOSHIRO FACULTY OF ENGINEERING, HIROSHIMA UNIVERSITY, 工学部, 教授 (40034293)
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| Co-Investigator(Kenkyū-buntansha) |
MATSUO AKIRA FACULTY OF ENGINEERING, HIROSHIMA UNIVERSITY, 工学部, 助教授 (90034412)
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| Project Period (FY) |
1984 – 1986
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| Project Status |
Completed (Fiscal Year 1986)
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| Budget Amount *help |
¥1,600,000 (Direct Cost: ¥1,600,000)
Fiscal Year 1986: ¥200,000 (Direct Cost: ¥200,000)
Fiscal Year 1984: ¥1,400,000 (Direct Cost: ¥1,400,000)
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| Keywords | beam-to-column connections / weak panel / monotonic loading / cyclic loading / panel moment / FEM analysis / パネル柱降伏比 / 耐震安全性 |
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| Research Abstract |
In this research beam, column and connection subassemblages whose flange width-to-thickness ratio ranges 8 to 12 and strength ratio ( <alpha> ) of panel to column(or beam) ranges 0.2 to 0.6 were tested to failure under monotonic or cyclic loading to know the earthquake resisting properties of panel-collapse-type structures. Adopted parameters other than those mentioned above are column (or beam) web width-to-thickness ratio (20[50), column axial force (0.0, 0.3Ny), shape of subassemblages (T or X type). Eight specimens subjected to monotonic loading are selected and analysed through Finite Element Method(FEM). The following conclusions are obtained.
1)FEM analysis gives good approximations to experimental results.
2) An increase of panel moment carrying capacity after yielding of connection panels mainly depends upon increase of panel moment carrying capacity due to strain hardening of panel itself and ultimate moment carrying capacity of column flanges, beam flanges and horizontal stiffeners at four corner points of the panel. In addition as the shear forces acting in these flanges and stiffeners near their intersection point range from 0.15 to 0.25 times the yielding shear forces Qfy, an additional increase of panel moment carrying capacity can be expected.
3) More than 80% of total displacement at loading point of subassemblages whose <alpha> <=!<> 0.4 is attributed to deformation of the connection.
4) Connection of Subassemblages of weak panel type( <alpha> <=!<> 0.4) in monotonic loading have enough plastic deformation capacity ( <gamma> / <gamma> y>40). In comparison to it plastic deformation capacity of connections of those subassemblages( <alpha> <=!<> 0.4) belonged to FB rank in cyclic loading is small.(15[35 <gamma> y)
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Report
(1 results)
Research Products
(2 results)
