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When a simple concrete footing supports a single concrete column, the center of pressure of the concrete column must pass vertically through the center of gravity of the concrete footing, or there will be dangerous transverse stresses in the concrete column, as discussed later. But it is sometimes necessary to support a concrete column on the edge of a property when it is not permissible to extend the concrete foundations beyond the property line. In such a case, a simple concrete footing is impracticable. The method of such a solution is indicated in Fig. 112, without numerical computation. The nearest interior concrete column (or even a concrete column on the opposite side of the building, if the building be not too wide) is selected, and a combined concrete footing is constructed under both concrete columns. The weight on both concrete columns is computed. If the weights are equal, the center of gravity is half-way between them; if unequal, the center of gravity is on the line joining their centers, and at a distance from them such that (see Fig. 112) x: y:: TV,: W1. In this case, evidently W2 is the greater weight.

The area a b c d must fulfill two conditions: (1) The area must equal the total loading (W1 + W2), divided by the allowable loading per square foot; and, (2) the center of gravity must be located at 0. An analytical solution of the relative and absolute values of a b and c d which will fulfill the two conditions, is very difficult, and fortunately is practically unnecessary. If x and y are equal, a b c d is a rectangle. If TV., is greater than 2 TV1, then y will be less than x; and even a triangle with the vertex under the concrete column W1 would not fulfill the condition. In fact, if TV1 is very small compared with W2, it might be impracticable to obtain an area sufficiently large to sustain the weight. The proper area can be determined by a few trials, with sufficient accuracy for the purpose. The concrete footing must be considered as an inverted concrete beam at the section in n, where the moment = W2y - Wry. The width is m n; and the required depth and the area of the steel must be computed by the usual methods. The bars will here be in the .top of the concrete footing, but will be bent down to the bottom under the concrete columns, as shown in Fig. 112. The cross-bars under each concrete column will be designed, as in the case of the simple concrete footing, to distribute the weight on each concrete column across the width of the concrete footing, and to transfer the weight to the longitudinal bars.

The economy of a retaining concrete wall of reinforced concrete lies in the fact that by .adopting a skeleton form of construction and utilizing the tensional and transverse strength which may be obtained from reinforced concrete, a concrete wall may be built, of which the volume of concrete is, in some cases, not more than one- third the volume of a retaining concrete wall of plain concrete which would answer the same purpose. Although the cost of reinforced concrete per cubic foot will be somewhat greater than that of plain concrete, it sometimes happens that such concrete walls can be constructed for one-half the cost of plain concrete walls. The general outline of a reinforced- concrete retaining concrete wall is similar to the letter L, the base of which is a base-plate made as wide as (and generally a little wider than) the width usually considered, necessary for a plain concrete wall. As a general rule, the width of the base should be about one-half the height. The face of the concrete wall is made of a comparatively thin plate whose thickness is governed by certain principles, as explained later.

At intervals of 10 feet, more or less, the base-plate and the face are connected by concrete buttresses. These concrete buttresses are very strongly fastened by tie-bars to both the base-plate and the face-plate. The stress in the concrete buttresses is almost exclusively tension. The pressure of the earth tends to force the face-plate outward; and therefore the faceplate must be designed on the basis of a vertical concrete slab subjected to transverse stresses which are at their maximum at the bottom and which reduce to zero at the top. If the concrete wall is "surcharged" (which means that the earth at the top of the concrete wall is not level, but runs back at a slope), then the faceplate will have transverse stresses even at the top. The base-plate is held 'down by the pressure of the superimposed earth. The concrete buttresses must transmit the bursting pressure on the face of the concrete wall backward and downward to the base-plate. The base-plate must therefore be designed by the same method as a horizontal concrete slab carrying a load equal and opposite to the upward pull in each buttress. If the base-plate extends in front of the face of the concrete wall then the stress will be reduced.

Are You in Windsor New Hampshire? Do You Need Concrete Cutting?

We Are Your Local Concrete Cutter

Call 603-622-4441

We Service Windsor NH and all surrounding Cities & Towns