Tests of large bridge columns. . 0264 +.0197 —.0177 6 397 400 58 000 +.0197 Load in pounds » Load, per 29 30 31 32 33 34 35 36 pounds squareinch 110 500 1 000 551 500 5 000 .0000 .0000 —.0001 —.0001 .0000 —.0001 .0000 1 103 000 10 000 —.0001 —.0002 —.0003 .0000 .0000 2 206 000 20 000 —.0006 —.0001 —.0001 3 309 000 30 000 —.0009 +.0003 4 412 000 40 000 —.0012 —.0006 —.
Tests of large bridge columns. . 0264 +.0197 —.0177 6 397 400 58 000 +.0197 Load in pounds » Load, per 29 30 31 32 33 34 35 36 pounds squareinch 110 500 1 000 551 500 5 000 .0000 .0000 —.0001 —.0001 .0000 —.0001 .0000 1 103 000 10 000 —.0001 —.0002 —.0003 .0000 .0000 2 206 000 20 000 —.0006 —.0001 —.0001 3 309 000 30 000 —.0009 +.0003 4 412 000 40 000 —.0012 —.0006 —.0009 + .0001 .0000 .0000 5 515 000 50 0C0 —.0021 —.0017 —.0005 —.0012 +.0005 6 397 400 58 000 —.0026 —.0016 .0000 —.0011 —.0002) 1 1 1 a Maximum load. Note.—Stations 47 to 52, inclusive, give ± elongations for gauge length of 20 inches. All other stationsgive ± elongations for gauge length of 8 inches. Tests of Large Bridge Columns 27. AW/fr ^ce Sou//r f^rcc EasS Face Fig. a,.—Column U8Ug (nickel steel). Key to stations on Table 4 28 Technologic Papers of the Bureau of Standards TABLE 5.—Cumulative Components of Deflection at Mid-Length in Inches [+ sign denotes displacement from unstrained axis: — sign denotes displacement toward unstrained axis.] FOR COLUMN TJ2U3 Loads,pounds Stations per squareinch a b c d e f g h 10 000 + + + + + 22 000 + .065 - .014 + .030 + .015 + .033 - .021 + .074 + .001 32 000 + .057 - .011 + .041 + .012 + .042 - .019 + .103 + .002 47 000 + .114 - .013 + .050 + .026 + .052 - .020 + .159 - .004 50 000 + .136 - .010 + .046 + .030 + .052 - .015 + .170 - .009 55 000 + .183 + .002 + .022 + .046 + .033 - .025 + .234 - .017 59 000 + .346 + .048 - .091 + .097 - .087 - .032 + .416 - .054 FOR COLUMN U8U9 1000 0 0 0 0 0 0 0 0 10 000 0 + + + + + 20 000 + .004 + + .048 — .0
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