Beam-To-Column Web Connection Details

by G. P. Rentschler, (A.M.ASCE), Engr.; Gilbert Assoc., Reading, Pa.,
W. F. Chen, (M.ASCE), Prof. and Head of Structural Engrg.; School of Civ. Engrg. Purdue Univ., West Lafayette, Ind.,
G. C. Driscoll, (M.ASCE), Prof. and Assoc. Head; Civ. Engrg. and Fritz Engrg. Lab., Lehigh Univ., Bethleham, Pa.,

Serial Information: Journal of the Structural Division, 1982, Vol. 108, Issue 2, Pg. 393-409

Document Type: Journal Paper


For a beam-to-column web connection where the beam is attached to the column perpendicular to the plane of the column web, the theoretical maximum strength of this beam and column assemblage is reached when plastic hinges are formed in the column or in the beam. Other factors that limit this maximum strength include the development of yield line mechanism in column web, fracture or shear punch of column web, and shear yielding of beam flange plate. These could preclude obtaining the connection load level required to produce plastic hinges. The results of eight simulated tests on web connection details are presented. In the simulations, pairs of steel plates are welded to column sections using four different attachment details. These plates represent the tension and compression flanges of a beam attached to the column. The pair of flange plates are loaded by tension and compression forces to simulate the bending moment of a beam acting upon the column. Observations are made of stresses and deformations as well as phenomena that prevented the connections from obtaining this theoretical maximum load level.

Subject Headings: Beam columns | Plastic hinges | Shear strength | Flanges | Load factors | Columns | Web beams | Webs (structure)

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