An investigation of hooped concrete columns . 8923 The following deflection were measured before testing:N. side, deflection opposite gage line 64 of l/2 » » 64 of 1/2 in. S. ? ? » 69 of 3/8 in. ff. side practically straight. At 150,000 lb. column began to bend toward south east with pointof maximum deflection at about l/3 point from the top. Deflec-tion 12 ft. from bottom at ultimate load of 180,000 lb. in. 8924 Scaling began near top at 183,000 lb. Failed by bend-ing toward south west at about gage line 63. Upper end not per-fectly fixed. Ultimate load 222,000 lb. Spiral near bo
An investigation of hooped concrete columns . 8923 The following deflection were measured before testing:N. side, deflection opposite gage line 64 of l/2 » » 64 of 1/2 in. S. ? ? » 69 of 3/8 in. ff. side practically straight. At 150,000 lb. column began to bend toward south east with pointof maximum deflection at about l/3 point from the top. Deflec-tion 12 ft. from bottom at ultimate load of 180,000 lb. in. 8924 Scaling began near top at 183,000 lb. Failed by bend-ing toward south west at about gage line 63. Upper end not per-fectly fixed. Ultimate load 222,000 lb. Spiral near bottomnot well covered. 8925 At 258,^00 lb. tending toward west above at top on west side but not much at the bottom. At264,000 longitudinal st^el was scaling. At ultimate load of264,000 It., column had deflection of l/6 in. at a point 12 bottom on east side, but there was not much scaling. 8926 • At 327,000 scaling at center of east side and topand bottom of west side. Very slight deflection at center toward. 26 west. At the ultimate load of 346,000-115., the deflection at thecenter on the east side was 11/2 in. At the ultimate load scal-ing- on the east side occurred principally above the center, atgage lines 45 and 65. 8927 At 820,000 lb.,scaling occurred at the too at the reduce1area where holes were cut in to the longitudinal steel.^his scal-ing ma37- also have been due to the fact that the longitudinal barsdid not heve a hearing on the top 280,000 lb., scalingbegan slightly ahove the center. Failure by bending toward the eastbetween gage lines 5 and 6. At the ultimate load of 314,000 lb.,there was s deflection of 10— gage line 6. All |longitudinal bars had a bearing on the bottom plate, and were Iabout 3/4 in. from the top plate. 8928 Failure by crushing below the center at the ultimateload of 235,:301b. 8929 i Failure by crushing on an inclined plane below the cen-ter. Fine vertical cracks near gage line 9 noticed at
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Keywords: ., bookcentury1900, bookdecade1910, booksubjecttheses, bookyear1914
