pah, of the wall, equals the sum of the moments of P, w and w1; or Q,(b2+m,) cos. ß,+Q (b,+m,) cos. B+pah, (a-m ̧)= Ph, sin. a-(k+ja−m,) cos. a} + (w+w,) m, . . . . . . (382.) Substituting the value of Q in this equation, from equation (381), and solving in respect to Q,, the thrust upon the prop ef will be determined, so that the stability of the wall, upon its section fg and upon its base CB, may be m and in, respectively. If mm, the portions of the wall above and below fg are equally stable. If m=m=0, the thrust upon each shore is only that which is just necessary to support the wall, or which is produced by its actual tendency to overturn. In this case we have Q1 (P. sin. a-tua') (h,b—hb,)+P (b,—b) (k+ža) cos. a bb, cos. P, the value of k being determined by equation (380). 297. The stability of a structure having parallel walls, one of which is supported by means of struts resting on the summit of the other. Let AB and CD be taken to represent the walls, and EF one of the struts; the thrust Q upon the strut may be determined precisely as in Art 295. So that the line of resistance may intersect the base of the wall AB at a given distance m from the extrados (see note, p. 388.) D T B Let m, represent the distance De from the extrados at which the line of resistance intersects the base of the wall CD; then taking the moments of the pressures applied to the wall CD about the point a, as in Art. 295, and observing that besides the pressure Q the weight w of one half the strut is applied at E, we have Q{h, sin. B+(k, -a,-m,) cos. B} =μ,a,h, (a,m,)+ (k, +ża,−m,) w; in which equation h, and a, are taken to represent the height and thickness of the wall CD, k, the distance of the point E on which the strut rests from the axis of the wall, 3 The inclination of the strut to the vertical, and, the weight. of a cubic foot of the material of the wall. Substituting for Q its value from equation (381), and reducing, P{h sin.a—(k+i̟a) cos. a} — ‡va2'h+m (P cos. a + pah+w) c sin. 3+m cos. B μ,a,h, (‡a,—m,) + (k, +ža, −m,) w (383). By this equation is determined that relation between the dimensions of the two walls and the amount of the insistent pressure P, by which any required stability may be assigned to each wall of the structure. If m=0, the pressure upon the strut will be that only which is produced by the tendency of AB to overturn; and the value of m, determined from the above equation will give the stability of the external wall on this supposition. If m=0 and m,=0, both walls will be upon the point of overturning, and the above equation will express that rela tion between the dimensions of the wall and the amount of the insistent pressure, which corresponds to the state of the instability of the structure. The conditions of the stability, when the wall AB is sup ported by two struts resting upon the summit of the wall. CD, may be determined by a method similar to the above (see Art. 296). The general conditions of the stability of the structure discussed in this article evidently include those of a GOTHIC BUILDING having a central nave, whose walls are supported, under the thrust of its roof, by the rafters of the roof of its side aisles. By a reference to the principles of the preceding article, the discussion may readily be made to include the case in which a further support is given to the walls of the nave by flying buttresses, which spring from the summits of the walls of the aisles. The influence of the buttresses which support the walls of the aisles upon the conditions of the stability of the structure forms the subject of a subse quent article. M 298. The stability of a wall sustaining the floors of a dwelling. The joists of the floors of a dwelling-house rest at their point, we have extremities upon, and are sometimes notched into, pieces of timber called wall-plates, which are imbedded in the masonry of the wall. They serve thus to bind the opposite sides. of the house together; and it is upon. the support which the thin walls of modern houses receive from these joists, that their stability is sometimes made to depend.* Representing by w the weight of that portion of the flooring which rests upon the portion ABCD of the wall, and the distance BE by e, taking r, as before, to represent the point where the line of resistance intersects the base of the wall, and measuring the moments from this N.Q+xK.pah + xB. w=xM.P; whence, taking the same notation as in the preceding articles, and substituting, cQ+(a−m)pah+(a—m)w={hsin. a—(k+‡a—m) cos.a}P; :.Qe={h sin. a−(k+ža) cos. a} P—va3h—wa+ from which expression it appears that Q is less as m is less. When, therefore, the strain upon the joints is that only which is just necessary to preserve the stability of the wall, or which it produces by its tendency to overturn, then m=0. In this case, therefore, * A house thus constructed evidently becomes unsafe when its wall-plates or the extremities of its joists begin to decay. Q= {h sin. a-(k+a) cos. a P-uah-wa (385). с If B be assumed a right angle, and if (a-m)w be substi tuted for me, the case discussed in Art. 295. will evidently pass into that which is the subject of the present article, and the preceding equation may thus be deduced from equation (381) (see note, p. 388.). In like manner, if the wall sustain the pressure of two floors, and h be taken to represent the distance from its summit to the lower floor, and h, its whole height; then, representing by m and m, the distances from the extrados at which the line of resistance intersects the sections EG and eg, and substituting (w+w,) (am) for (w+w,m,, the value of the strain Q on the joists of the lower floor may be determined by equation (382), it being observed that for the coefficient of Q, in that equation must be substituted (as was shown above) the height (h,-h) of the lower floor from the bottom of the wall. If the strain be only that produced by the tendency of the wall to overturn at g and C, then C B The value of Q is determined by equation (385), e being taken to represent the distance Ee between the floors. If the joists be not notched into the wall-plates, the friction of their extremities upon them, produced per foot of the length by the weight which they support, must at least equal Q and Q, respectively. 299. The stability of a wall supported by piers or buttresses of uniform thickness. Let the piers be imagined to extend along the whole D P 29 length of the wall, as explained in Art. 288.; .. P{h, sin. a—(l—m) cos. a} =(a,—m+‡a,) h‚à‚μ‚+ If the material of the pier be the same with that of the wall; then, taking b to represent the breadth of each pier, and c the common distance of the piers from centre to centre (Art. 288.), ca,,ba,,, therefore c=b. Repre senting by n, eliminating the value of ", between this b equation and equation (387), writing for ",, and reducing, 1 P(h, sin. a—l cos. «)=‡o (a,”h,+2a,a,h,+2a,”h,) — m {P cos, a + (a,4, +14,4,)}. μ (a,1, + 1 a,, ) } . . . . (388); μ n by which equation a relation is determined between the dimensions of a wall supported by piers, having a given stability m, and its insistent pressure P. Solving it in respect to a, the thickness of the pier necessary to give any required stability to the wall will be determined. (See APPENDIX.) If a, be assumed to represent that width of the pier by which the wall would just be made to sustain the given pressure P without being overthrown; then taking m=0, and solving in respect to a,, |
