Column Web Strength in Beam-to-Column Connectionby Wai F. Chen, (M.ASCE), Assoc. Prof. of Civ. Engrg.; Fritz Engrg. Lab., Lehigh Univ., Bethlehem, PA,
David E. Newlin, Engr.; Pittsburgh—Des Moines Steel Co., Birmingham, AL,
Serial Information: Journal of the Structural Division, 1973, Vol. 99, Issue 9, Pg. 1978-1984
Document Type: Journal Paper
The present AISC Specification formula is shown to be conservative for grades of steel to 100 ksi yield stress. It does not permit consideration of any load carrying capacity in the region of sections with column web depth-to-thickness ratios greater than 189 divided by the square root of σy. The objective of this paper is to develop a method of determining ultimate loads for this condition. A simulation test was conducted that involved the placing of a short length of column horizontally between loading platens of a testing machine. The machine was then compressed at the top and bottom faces of the column. A bar was tack-welded to the column flange to simulate a beam flange framing into it at that point. The deflection in the direction of the applied load and the lateral deflection were monitored. The lateral deflection indicated the stability of the column web. Test results and theoretical predictions are presented.
Subject Headings: Webs (structure) | Connections (structural) | Beam columns | Web beams | Structural strength | Load factors | Columns | Load tests | Displacement (mechanics) | Ultimate loads | Equipment and machinery | Load bearing capacity
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