Canadian engineer . es not only next to the columnhead but at any point in the slab. In several cases, know-ing the exact location of the points where the deformationswere measured in the Minneapolis tests, we have computedthe stresses at these points. Using in. as the moment * Certain features of flat slab reinforcement are coveredby letters patent No. 1,003,384 of C. A. P. Turner. t See •pai>er on A Test of a Flat Slab in a ReinforcedConcrete Building, bv Arthur R. Lord, Proceedings Na-tional .\ssociation of Cement Users, Vol. VII., page 182. arm, and including the radial bars as assi
Canadian engineer . es not only next to the columnhead but at any point in the slab. In several cases, know-ing the exact location of the points where the deformationswere measured in the Minneapolis tests, we have computedthe stresses at these points. Using in. as the moment * Certain features of flat slab reinforcement are coveredby letters patent No. 1,003,384 of C. A. P. Turner. t See •pai>er on A Test of a Flat Slab in a ReinforcedConcrete Building, bv Arthur R. Lord, Proceedings Na-tional .\ssociation of Cement Users, Vol. VII., page 182. arm, and including the radial bars as assisting to taketension, we figure the maximum stress in the steel over theedge of the column as 25,000 lb. per sq. in. under the normalload of 225 Ih. per sq. ft. as compared with 20,700 lb. persq. in. given by Mr. Lord as the actual maximum stress inthe floor. This is no greater difference than there oughtto be between design and test and shows our method to beslightly more conservative than the actual test. OSiAOr. dZO a25 030 a35 040 045 a60Valuer of Cons+an-t C,a^ osmr
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