Tests of large bridge columns. . 0 —. 0 0 — .0040 1 502 5001 878 100 + .0015 +.0017 -. 0054 — .0068 2 253 8002 629 400 + .0025 + .0028 — .0101 3 005 0003 380 600 + .0034 + .0038 —.0132 3 756 200 4 131 800 + .0046 + .0051 Maximum load. Southwest angle had a slight initial dent or wrinkle at center of column which didnot seem to appreciably affect strength. Reports were heard at 3 100 000, 3 460 000, and 3 850
Tests of large bridge columns. . 0 —. 0 0 — .0040 1 502 5001 878 100 + .0015 +.0017 -. 0054 — .0068 2 253 8002 629 400 + .0025 + .0028 — .0101 3 005 0003 380 600 + .0034 + .0038 —.0132 3 756 200 4 131 800 + .0046 + .0051 Maximum load. Southwest angle had a slight initial dent or wrinkle at center of column which didnot seem to appreciably affect strength. Reports were heard at 3 100 000, 3 460 000, and 3 850 000. Slightscaling at 3 930 000. b Wrinkling. c Pronounced wrinkling. Note.—Stations 1 to 4, inclusive, give compression in inches in gauge length of 80 inches. Other stationsgive elongations (±) in inches in gauge length of 8 inches. Tests of Large Bridge Columns 63 • it • fo /3 • /2 © A/ote.; St at tons 2S~/o 28 t*core opposite /& to /S //re. /*7e/evofro„ os per ^c//o« ot u/eu 27 Z6 zS ^ Co M («) 2:. Bast Fqce West Face North Face Fig. ax.—Column LC0 LCX (Mayari steel). Key to stations on Table 21 64 Technologic Papers of the Bureau of Standards n^/r&ff7. Fig. 22.—Column U2UZ (nickel steel) Tests of Large Bridge Columns 65 [ !T/ ^ g= Fig. 23—Column U8UQ (nickel steel)2820°—18 5 66 Technologic Papers of the Bureau of Standards
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