Canadian engineer . ai5 0>20 030 040 0/4S 050 055 a60Values of Cons+cmt Cea> 030 S Qf40 0#*5 a5S of Cons+onf Cca« 6.—Diagram Giving Values of Constants in Formula. M fc = for a = and 0 = Ccbd^Depth of Steel in Compression. f = Depth of Steel in of Steel in Tension. Area of Concrete above Steel. suits of tests would show to be necessary. Consequently,instead of considering this from a theoretical standpointalone, safe values for the bending moments may be selected,based on general principles of mec
Canadian engineer . ai5 0>20 030 040 0/4S 050 055 a60Values of Cons+cmt Cea> 030 S Qf40 0#*5 a5S of Cons+onf Cca« 6.—Diagram Giving Values of Constants in Formula. M fc = for a = and 0 = Ccbd^Depth of Steel in Compression. f = Depth of Steel in of Steel in Tension. Area of Concrete above Steel. suits of tests would show to be necessary. Consequently,instead of considering this from a theoretical standpointalone, safe values for the bending moments may be selected,based on general principles of mechanics and qualified byactual tests. Let li = distance between lines of inflection. This dis-tance will be about 3/5 of the net span between columnheads April 4, 1912. THE CANADIAN ENGINEER 495 For the rectangular reinforcement, if the slabs betweenthe points of inflection were simply suipported, we shouldhave a moment of wliV<^- However, the bending momentin the Minneapolis tests, based on the maximum stressesunder uniform working load is about wliVsS- It wouldappear amply safe, therefore, t
Size: 1932px × 1293px
Photo credit: © The Reading Room / Alamy / Afripics
License: Licensed
Model Released: No
Keywords: ., bookcentury1800, bookdecade1890, bookpublishertoron, bookyear1893
