Van Nostrand's eclectic engineering magazine . I^ximple.—Suppose the span to be 50 ft. soffit—the radius at any other point besides (Fig. 46) and the depth A Y = 16 ft. Fmd first the rise A 0. In Eq. (52)x^ = 25 yo = 16, and a few trials showthat a — rise = 20 about. Hence Po = 32| ft. and p, = these data describe the curve of the A and B being given by the equation VoPo The thrust at A = H = wy^ = lbs. •. H = 32448 lbs. Here. The rule for the depth of keystone in a ; lbs. per sq. in. as the pressure at the single arch gives Depth AL = V^.12 X ^ = ft. bein
Van Nostrand's eclectic engineering magazine . I^ximple.—Suppose the span to be 50 ft. soffit—the radius at any other point besides (Fig. 46) and the depth A Y = 16 ft. Fmd first the rise A 0. In Eq. (52)x^ = 25 yo = 16, and a few trials showthat a — rise = 20 about. Hence Po = 32| ft. and p, = these data describe the curve of the A and B being given by the equation VoPo The thrust at A = H = wy^ = lbs. •. H = 32448 lbs. Here. The rule for the depth of keystone in a ; lbs. per sq. in. as the pressure at the single arch gives Depth AL = V^.12 X ^ = ft. being This is ample. It only gives about 120 may be uniform H, the depth of the arch-ring VAX NOSTRANDS ENGINEERING MAGAZINE. (2) The hydrostatic arch is also used whenthe loading is homogeneous masonry up tothe extrados MY, provided the spandrelsbe suited to su^itain a horizontal thrust ateach -point of the arch equal to the verticalload at that point. As all stone or brick arches sink at thecrown when the centres are removed, theywill exert at other points an outward hori-zontal thrust. Now if we assume that thishorizontal thrust is at every point equal inintensity to the vertical loading at thatpoint, the curve of equilibrium under sucha system of forces is the hydrostatic is the assumed condition of the forcesacting in the ^euilly and other bridges ofthis class. When the spandrels cannot be made firmand solid this form should not
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