. Canadian engineer. is equal to584,547 X 8333 = 48,710,301 The section modulus of the base 321 = 2,011, and therefore the compressive stress on the foundation atthe toe, due to the bending action of the water load on thecantilever, is equal to Bending moment 48,710,301 Section modulus 2,011 = 24,222 lb. per sq. ft. (9) The total compression on the foundation at the toewill be Ihis compression added to that due to the weightof the structure, which amount to approximately 16,200lb. per sq. ft. at the toe, making the total compressionapproximately 40,400 lb. per sq. ft. If a base length
. Canadian engineer. is equal to584,547 X 8333 = 48,710,301 The section modulus of the base 321 = 2,011, and therefore the compressive stress on the foundation atthe toe, due to the bending action of the water load on thecantilever, is equal to Bending moment 48,710,301 Section modulus 2,011 = 24,222 lb. per sq. ft. (9) The total compression on the foundation at the toewill be Ihis compression added to that due to the weightof the structure, which amount to approximately 16,200lb. per sq. ft. at the toe, making the total compressionapproximately 40,400 lb. per sq. ft. If a base length of 70 ft. is chosen, the arch wouldtake a greater percentage of the load and the curved beama smaller, leaving the same or less for the cantilever, but,owing to the smaller section modulus of the 70-ft. base,the compression at the toe would be somewhat higherthan 24,222 lb. per sq. ft., and the compression due tothe weight of the structure would be much higher than cc^^ & -^ ^^ ^^^/- a?; ? Fig. 5. 16,200 lb. per sq. ft., so that the sum of the two wouldbe considerably more than 40,400 lb. per sq. ft. Althoughwithin the safe limit, the resulting vertical compressionwould be somewhat out of proportion to the 36,000 lb. persq. ft. (and less) axial compression used when calculatingt from (i). The dam section with the i lo-ft. base contains only4% more material than the dam with the 70-ft. base (), as the addition is not made as a portion of a circularring, but in the shape of a spherical triangle. Any inter-mediate base length between the two limits given in could be accepted for a dam built on this particular two stresses (the 36,000 lb. per sq. ft. average axialcompression, and the maximum 40,400 lb. per sq. compression) are acting in planes perpendicular toeach other, and therefore tend to support each they are low, the resulting section (Fig. 3) ap-pears slender on account of the economical distribution ofthe
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