# 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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### Contents

 SECTION PAGE 8 SECTION 10 Development of method 14 Types of dams analyzed 15 Linear stress assumption 16 Coordinates 18 Arches and cantilevers 17 Trial load adjustments 19 TRIAL LOAD ANALYSES IN DAM DESIGN 20
 Deflections of cracked cantilever 78 General 79 Use of forms 80 Preliminary statement 81 Arch elements 82 Loads 83 Assumptions 92 Notation 93

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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.
Page 115 - The contribution of a voussoir to an arch constant at a point is the product of the multiplier for that voussoir, in terms of...