Boulder Canyon Project: Technical investigations. Bulletin 1. Trial load method of analyzing arch dams. 1938. Bulletin 2. Slab analogy experiments. 1938. Bulletin 3. Model tests of Boulder dam. 1939. Bulletin 4. Stress studies for Boulder dam. 1939. Bulletin 5. Penstock analysis and stiffener design. 1940. Bulletin 6. Model tests of arch and cantilever elements. 1940
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2nd Term abutment acting additional adjustment analysis angle angular movements applied arch abutment arch and cantilever arch dams arch elements arch point assumed assumption axis base bending calculated cantilever elements cause center line chapter computed concentrated concrete considered cracked crown curves D-terms deformations determined developed direction distribution downstream face effects elastic elevation equal equations evaluated figure forces formulas foundation surface functions given gives horizontal horizontal section important included indicated integrals load constants maximum ments method moments multipliers necessary normal obtained plane Poisson's ratio portion positive quantities radial deflections radial loads rotations shear sheet shown in figure stresses structure symmetrical TABLE tangential deflections tangential loads Term thickness thickness arch thrust tions trial load trial load analyses trial load method triangular twist loads UNIT ELEMENT unit loads upstream face usually values vers vertical voussoir water load
Page 19 - The general effect of considering twist action is a decrease1 in radial deflections at practically all locations, a decrease in maximum arch stress, a decrease in cantilever stress at the downstream face of the dam, and an increase in cantilever stress at the upstream face of the dam.
Page 19 - ... changes in vertical sections cause negligible horizontal movements. Increases in temperature in the arch elements work against the water load and were neglected except for the case of minimum water level. Decreases in temperature in the arch elements work with the load and were included in the analysis. The maximum probable decrease in temperature below the temperature existing at the time of grouting the joints is the change which was included in the stress analysis. The vertical joints were...
Page 198 - Thus the maximum shearing stress acts on the plane bisecting the angle between the largest and smallest principal stresses and is equal to half the difference between these principal stresses. If we compute the normal stresses on these planes and designate them by...
Page 13 - ... each horizontal element ; and that the true division of load is the one which causes equal arch and cantilever deflections at all points in all arches and cantilevers, instead of at the crown cantilever only. Furthermore, the...
Page 142 - A nonsymmetrieal areh of uniform thiekness is eneountered only if it is desirable to have the erown of the arch coincide with the maximum cantilever section, or if abutment yielding conditions are different on the two sides of the canyon. Otherwise the crown is placed at the middle and the arch is analyzed as symmetrical. A nonsymmetrical arch will obviously have nonsymmetrical loads, requiring separate calculation of loads on both sides of the arch. The general computation forms with no omissions...
Page 141 - The advantage of this operation is that one set of arch constants can be used for the computation of these loads and the nonsymmetrical loads. In using computation forms for the analysis of nonsymmetrical triangular and concentrated loads on symmetrical arches, many computations are omitted. These are briefly listed as follows : Sheet 1. — All arch constants, trigonometric functions, coordinates, and abutment movement functions for the right side of the arch, because they are the same as on the...
Page 19 - The general result of considering tangential shear in trial load analyses is a decrease in radial deflections near the crown section, an increase in radial deflections near the abutments, and a slight increase in arch stresses at the abutments without appreciable stress changes at the crown. The importance of tangential shear effects varies primarily with the ratio of length of dam to height.
Page 29 - Water Pressures on Dams During Earthquakes," Trans. Am. Soc. CE, vol. 98, 1933, pp. 418-472.