Evaluation and Characteristics of Interactive Buckling Strength of Thinwalled Hーmembers
Project/Area Number  01550369 
Research Category 
GrantinAid for General Scientific Research (C)

Allocation Type  Singleyear Grants 
Research Field 
土木構造

Research Institution  Kumamoto University 
Principal Investigator 
SAKIMOTO Tatsuro(1990) Kumamoto Univ., Civil & Environmental Eng. Dept., Professor, 工学部, 教授 (50029302)
山尾 敏孝(1989) 熊本大学, 工学部, 助教授 (40109674)

CoInvestigator(Kenkyūbuntansha) 
AOKI Tetsuhiko Aichi Institute of Technology, Civil Eng. Dept., Professor, 工学部, 教授 (70064946)
崎元 達郎 熊本大学, 工学部, 教授 (50029302)

Project Period (FY) 
1989 – 1990

Project Status 
Completed(Fiscal Year 1990)

Budget Amount *help 
¥2,000,000 (Direct Cost : ¥2,000,000)
Fiscal Year 1990 : ¥700,000 (Direct Cost : ¥700,000)
Fiscal Year 1989 : ¥1,300,000 (Direct Cost : ¥1,300,000)

Keywords  Thinwalled steel H column / Local buckling / Interaction buckling / Stub column test / AISC Form factor (Q) method / Ultimate strength analysis / 薄肉圧延H形鋼 / 長柱試験 / 連成座屈 / H形断面 / 耐荷力 / はり柱 / 有限変位 / 弾塑性 
Research Abstract 
Theoretical Study (1989) 1) The maximum strength of thinwalled stub columns with welded Hsection were computed by a finite element method which is capable of analyzing geometrical and material nonlinearity. The widththickness ratio of the flange plate was varied from 10 to 22 and that of the web plate from 35 to 70. Using the computed results. A formula for estimating the maximum strength of the stub columns is proposed. It is shown that proposed formula shows good correspondence to the test results. 2) The maximum strength of thinwalled columns with welded H section were computed by the same finite element method. It is shown that the computed results corresponds to the estimations by AISC form factor method where the Qvalue was determined by the proposed formula based on the forementioned stub column test and analysis. Experimental Study (1990) 1) <Stub Column tests> Total of 24 thinwalled stub columns rolled H section were tested. The maximum strength controlled by plate local bucking was measured. It is shown that the maximum strength of all the specimens are greater than the predictions by the formula given in the Japanese Specification even for the specimens with quite thin component plates of a large widththickness ratio. 2) <Column tests> Total of 27 thinwalled columns with rolled Hsection were tested under concentric and eccentric axial compression. It is shown that the maximum strength of the columns under concentric loading are greater than the prediction of the formula given in the Japanese Specifications. It is also shown that the maximum strength of the column of which eccentricity is less than 0.15 of radius of gyration can be predicted well by the formula given in the Japanese Specifications. Further studies to evaluate the test results by theoretical analysis are required, but left for the future.

Report
(3results)
Research Output
(6results)