Water-power; an outline of the development and application of the energy of flowing water . ations = This would only be justifiable for theheaviest stone and the best work; ordinarily j- would be lessthan here assumed. All the above computations imply a triangular section^vertical on the up-stream face. The approximate method justpresented gives the outline of a dam in which there is no ten-sile strain; no compression exceeding d, which is constant onthe curved part of the down-stream face. Compression mayexceed d on the up-stream face when reservoir is confined to middle
Water-power; an outline of the development and application of the energy of flowing water . ations = This would only be justifiable for theheaviest stone and the best work; ordinarily j- would be lessthan here assumed. All the above computations imply a triangular section^vertical on the up-stream face. The approximate method justpresented gives the outline of a dam in which there is no ten-sile strain; no compression exceeding d, which is constant onthe curved part of the down-stream face. Compression mayexceed d on the up-stream face when reservoir is confined to middle third of base. Eq. (23) impliesstraight faces, no tension, compression not defined; resultantconfined to middle third of base. Eq. (25) assumes straightfaces, no tension, compression not exceeding d when full;resultant confined to middle third. CHAPTER X. EXAMPLES OF HIGH DAMS. Fig. 88 and several following figures are examples of highdams which have apparently been built without much regardto statical principles, but with the sole purpose of getting inmaterial enough. !«—•4W0-—4. VAL DE INFIERNO 95. Fig. 95 is a section and Fig. 96 a plan of the Val deInfierno Dam, in the province of Sorca in Spain, built for pur-poses of irrigation. Figs. 97 and 98 refer to the Gileppe Dambuilt at Verviers in Belgium, for purposes of water-power andwater-supply. It was built of rubble masonry laid in 98 shows that the dam had a curved outline in plan as asupplement to the strength of its enormous this section with that of the Otay rock-fill dam, 217 2l8 EESER V OIK-DA MS. Fig. 90, and observing that, in the latter case, it is only thedown-stream half of the dam which resists the pressure, we seethat the head of water is sustained, in the latter case, by a mass
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