Tests on plain and reinforced concrete beams . reinforcing concrete, whether softsteel or high caroon steel. Part of *he beams in this testwere reinforced with steel of high elastic limit ( about 60,000lb. per Su. in.).and; part with steel of low elastic linut(30,000 to 35,000 lb per sq. in.). As in these tests the maximumwas at tije point when the steel was stier-sed to its elastic limit,the higher steel gave higher maximum loads. This is shown by thedata in the table on ne^t page. The objectjcn to high steel tl^at its elongation is insuffic-ient, indicating that it is liable to hr- ak sudden

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Tests on plain and reinforced concrete beams . reinforcing concrete, whether softsteel or high caroon steel. Part of *he beams in this testwere reinforced with steel of high elastic limit ( about 60,000lb. per Su. in.).and; part with steel of low elastic linut(30,000 to 35,000 lb per sq. in.). As in these tests the maximumwas at tije point when the steel was stier-sed to its elastic limit,the higher steel gave higher maximum loads. This is shown by thedata in the table on ne^t page. The objectjcn to high steel tl^at its elongation is insuffic-ient, indicating that it is liable to hr- ak sudden
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Image ID: 2AXCNKX
Tests on plain and reinforced concrete beams . reinforcing concrete, whether softsteel or high caroon steel. Part of *he beams in this testwere reinforced with steel of high elastic limit ( about 60,000lb. per Su. in.).and; part with steel of low elastic linut(30,000 to 35,000 lb per sq. in.). As in these tests the maximumwas at tije point when the steel was stier-sed to its elastic limit,the higher steel gave higher maximum loads. This is shown by thedata in the table on ne^t page. The objectjcn to high steel tl^at its elongation is insuffic-ient, indicating that it is liable to hr- ak suddenly with a snap,does not seem to be tr-ue. In the high steel beams a minimum anda maximum amount of reinforcement was used^and in failureeither by tension or compression^in no case did tie steel pullin two or give any indication of doing so, but it elongatedsufficiently when- toe maximum load was applied to raise theneutral axis and cause tne coiicrete to finally crush out at thetop. Ample warning was given by the appearar.ce of cracks before. 35. ioacl^ Carried per 1 io o-f (^cfal UK AV^/^y / /iP^C:^ yO(f/^ 3 34j^oo s it fi . ^^4 3 000 7 •• . ^7/ Z ^ ooG 34 3ao ^S00 3 . ^33 / I GOO Zo ^00 3 3^000-3£000 /f^^/PAz) . f 35 / S oao / f ooa /. /// / ^ Zoo /? 3oo s /. 3?^ 2 3 OXDO / 6> 00 3 35000 (F/. /toc^apo/J f. LCL ^4 002^900 ^ / 00 /4. ^ 00/ VJ oo ZZ ^00 3 3S000 f ^<^^y^r<fj ^ ^00 / p 000 failure took place. In regard to the different forms of iDarD much . has been saidof late in the Engineering News. The different forme of patentedlbars may have pai-^ticular advantages for especial purposes hut junder the conditions of the tests made they seemed to he nobetter than the plain rouiid or square rod. In fact the latter :appears to be the better since its form is more ecoaamical .Six beams were reinforced with plain bars and.in no case dida bar slip in a beam. The adhesive bond of the concrete was alonesufficient to prevent slipping. This would point to the conclu- \ ;i