We will see how an interaction curve of nominal axial load and moment values can be developed for a particular column.Īssuming the concrete on the compression edge of the column will fail at a strain of 0.003, a strain can be assumed on the far edge of the column and the values of Pn and Mn can be computed by statics. As the axial load applied to a column is changed, the moment that the column can resist will change. As a result of this linearity, we can assume certain numerical values of strain in one part of a column and determine strains at other locations by straight-line interpolation. Should axial load and moment be applied at the same time, the resulting strain diagram will be a combination of two linear diagrams and will itself be linear, as illustrated in Figure 10.3(c). This linear strain variation is shown in Figure 10.3(b). If a moment with zero axial load is applied to the same member, the result will be bending about the member’s neutral axis such that strain is proportional to the distance from the neutral axis. Should an axial compressive load be applied to a short concrete member, it will be subjected to a uniform strain or shortening, as is shown in Figure 10.3(a).
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