Performance of Persian brick masonry single-shell domes subjected to uniform pressure and concentrated load

In the design of plating subject to lateral loading, the principal load effect to be considered is the amount of permanent set, that is, the maximum permanent deflection in the center of each panel of plating bounded by the stiffeners and the crossbeams. The present paper is complementary to a previous paper [1]2 which dealt with uniform pressure loads. It first shows that for design purposes there are two types of concentrated loads, depending on the number of different locations in which they can occur; single location or multiple location. The hypothesis is then made that for multiple-location loads the eventual and stationary pattern of plasticity which is developed in the plating is very similar to that for uniform pressure loads, and hence the value of permanent set may be obtained by using the same formula as for uniform pressure loads, with a load parameter Q that is some multiple r of the load parameter for the concentrated load: 0 = rQP. The value of r is a function of the degree of concentration of the load and is almost independent of plate slenderness and aspect ratio. The general mathematical character of this function is established from first principles and from an analysis of the permanent set caused by a multiple-location point load acting on a long plate. The results of this theoretical analysis provide good support for the hypothesis, as do also the relatively limited experimental data which are available. The theory and the experimental data are combined to obtain a simple mathematical expression for r. A more precise expression can be obtained after further experiments have been performed with more highly concentrated loads. Single-location loads produce a different pattern of plasticity and require a different approach. A suitable design formula is developed herein by performing regression analysis on the data from a set of experiments performed with such loads. Both methods presented herein, one for multiple-location loads and the other for single-location loads, are valid for small and moderate values of permanent set and can be used for all static and quasistatic loads. Dynamic loads and applications involving large amounts of permanent set require formulas based on rigid-plastic theory. Such formulas are available for uniform pressure loads and were quoted in reference [1]. A formula for single-location loads has recently been derived by Kling [4] and is quoted herein.

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DEFORMATION CHARACTERISTICS OF RIGIDLY JOINTED SINGLE-LAYER LATTICED DOMES SUBJECTED TO A CONCENTRATED LOAD AND/OR UNIFORM PRESSURE

Journal of Structural and Construction Engineering (Transactions of AIJ) ◽

10.3130/aijs.60.97_2 ◽

1995 ◽

Vol 60 (477) ◽

pp. 97-106 ◽

Cited By ~ 1

Author(s):

Motohiko YAMADA ◽

Hiroshi MOTOMURA ◽

Katsunori NAKAZAWA ◽

Yasunori NAKAMURA

Keyword(s):

Single Layer ◽

Deformation Characteristics ◽

Uniform Pressure ◽

Concentrated Load

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The Bending of the Clamped Sectorial Plate

Journal of Applied Mechanics ◽

10.1115/1.4009376 ◽

1944 ◽

Vol 11 (3) ◽

pp. A134-A139

Author(s):

G. F. Carrier

Keyword(s):

Boundary Condition ◽

Integral Equation Method ◽

Rectangular Plates ◽

Uniform Pressure ◽

Bending Moments ◽

Concentrated Load ◽

Design Problems ◽

Simply Supported ◽

Computational Work ◽

The Relationship

Abstract The problem of evaluating the bending moments, existing in a uniformly loaded clamped plate having the form of a sector of a ring, is one which arises in connection with the stress analysis of reinforced piston heads and in other design problems. In this paper, expressions are derived for the bending moments along the edges of such a plate. Similar problems, i.e., those of the clamped rectangular plate under uniform pressure, under a central concentrated load, and that of the simply supported sector of a disk under uniform pressure, have been discussed by previous authors. The general approach used in the foregoing problems is adopted in the present case; a considerable reduction in the computational work is achieved, however, by the use of an integral-equation method of solving the boundary-condition equations. Numerical results are obtained for plates of various dimensions, and the edge moment distributions are plotted for these cases. Curves are also plotted which indicate the relationship existing between the maximum bending moments derived for sectorial plates and those previously obtained for clamped rectangular plates of similar size.

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