## Report of the tests of metals and other materials for industrial purposes made with the United States testing machine at Watertown Arsenal, Massachusetts, during the year ended ..., Volume 1, Parts 1-2 |

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02 Initial load 12 feet 20 feet 25 square 50 square inch 9 feet Applied loads area of column Asso Built I column cent elongation center of pins Compres Contraction of area Counterweighted at middle cubic foot Deflections at middle Diameter at fracture Elastic limit Elongation of inch end blocks Failed by triple Fixed ends flanges Flat ends gauged length granular Hori Horizontal inch sections Initial deflection Lap welded tubing Length from center Length of column Leuner strain recorders Load and deflections loads per square neck nominal diameter Number Pin ends Portland cement pounds before testing pounds per square pression Remarks Rolled H section Savage Arms Sectional area set in air silky sion Spherical ends Steel specimens strand 12 strand at head taken on edge Tensile strength Tensile teste Thickness of tubing tion Total trap rock triple flexure Ultimate strength Vertical Weight of column Weight of concrete Wyman & Gordon zontal

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Page 982 - ... resistance of the stone in order to preserve the sample for subsequent tests which have been requested by the survey. 2. The modulus of elasticity has been computed for each sample and for the sake of uniformity the same range of stress was used in each case. The range of stress chosen was from 1000 to 3000 pounds per square inch. In computing the modulus of elasticity, the permanent sets were deducted, that is, the value of the modulus depends upon the resilience of the material as here given....

Page 991 - Set after resting 2 hours. After 5 minutes. After 5 minutes. After 5 minutes. After 10 minutes. After 5 minutes. After 10 minutes. After 15 minutes. After 20 minutes.

Page 958 - ... 5,000 10,000 20,000 30,000 35,000 40,000 45,000 46,000 47,000 48,000 49,000 50,000 51,000 52,000 53,000 54,000 55,000 60,000 62,000 64,000 66,000 68,000 69,000 70,000 70,800 0 Inch. 0. .0003 .0008 .0018 .0027 .0032 .0037 .0042 .0043 .0737 .0774 .0813 .0887 .0923 .0965 .1070 .1140 .1225 .1745 .20 .23 .28 .34 .40 .49 Inch. 0. 0. Initial load. Elastic limit. 0. 0. 0. 0. .0835 .96 Tensile strength. = 32 per cent elongation in 3". No. 8814. Marks, .17 C375. Diameter, ".564. Sectional area, .25 square...

Page 885 - No. 8636. Marks, 4T. Diameter, ".798. Sectional area, .50 square inches. Guaged length, 6". Elongation of inch sections, ".06, ".07, ".08, ".10*, ".08, ".07. Diameter at fracture, ".76. Area, .454 square inch. Contraction of area, 9.2 per cent. Fractured at middle of stem. Applied loads per square inch.

Page 982 - COMPRESSIVE ELASTIC PROPERTIES OF SANDSTONE. The War Department at the Watertown Arsenal completed six tests on the West Virginia sandstones to determine compressive elastic properties. The description of these tests is given in the following paragraphs. 1. Samples for compressive elastic properties herewith reported were in the form of prisms measuring approximately 24 inches long by 4 inches by 6 in cross section dimensions. The samples were finished for testing on a rubbing bed. Compression observations...

Page 1024 - Applied loads. In gauged length. Remarks. Total. Per square inch. Compression. Set. Pounds.

Page 982 - When these latter observations were made, the compression of the sample was observed under ascending stresses, and successive lengths measured as the stone recovered in length under diminishing stresses. It will be noticed that the lengths of the samples were different under the same load according to whether the series of 'loadings was an ascending or a descending one, and furthermore that the rate of compressibility varied both under ascending and descending stresses. This behavior is common to...