BUCKLING AND FAILURE STRENGTH OF PLATING PANELS LOADED IN SHEAR. PART II: CALCULATION OF PANEL CENTERLINE SHEAR STRESS AS A FUNCTION OF APPLIED LOAD
Abstract
When a rectangular plate is loaded by shear forces along the two long edges only, equilibrium is usually assured by the development of high transverse forces at each corner. As a result, the shear forces on the panel centerline requires some distance from the ends to build up, and at the center are therefore higher than the nominal applied shear stress. For panels whose length is five times the width, the actual center of panel shear stress has been shown by previous studies of perfectly clamped plates to be 4% above the nominal value. Tests on unstiffened panels showed the center of panel shear stress to be as much as 20% greater than the nominal. It is shown that the higher center of panel shear stress results from a slower buildup of shear stress at the ends than would be predicted from previous work. This reduction in rate of buildup is a consequence of slip between the test panel and test frame clamps. The ratio of actual to nominal shear stress is shown to be a function of coefficient of friction at the clamped faces, clamping stress, applied shear stress, panel aspect ratio, and panel width and thickness. (Author)
Document Details
- Document Type
- Technical Report
- Publication Date
- Mar 31, 1960
- Accession Number
- AD0290490