Engineering and Contracting . tio. The actual condition is worse than thatshown above when we consider the shape ofthese members. Both have bo.\ sections, withthe liottonis latticed. The top chord receivesvery little bending, while the end post receives Design Features of the Reinforced Concrete Viaduct on Hopple St., Cincinnati, Ohio. ( Stall .\rticle.)The city of Cincinnati is making an exten-sive viaduct improvement to eliminate thegrade crossings on the line of Hopple St. and the Chicago, Hamilton iS; l);iyion .Ml of the piers, with the exception oftwo piers in the channel of Mi
Engineering and Contracting . tio. The actual condition is worse than thatshown above when we consider the shape ofthese members. Both have bo.\ sections, withthe liottonis latticed. The top chord receivesvery little bending, while the end post receives Design Features of the Reinforced Concrete Viaduct on Hopple St., Cincinnati, Ohio. ( Stall .\rticle.)The city of Cincinnati is making an exten-sive viaduct improvement to eliminate thegrade crossings on the line of Hopple St. and the Chicago, Hamilton iS; l);iyion .Ml of the piers, with the exception oftwo piers in the channel of Mill Creek andfour piers near the west end of the viaduct,have concrete pile foundations; those not hav-ing concrete pile foundations rest on material at the surface of the groundgenerally consists of yellow clay, followed bystrata of sandy clay and gravel, blue clay. - IZ9-III- - ii-Ep--^j5f^—io-o^j5^—to-cr- -M5*—;oo---iE^----/o-o----5?----;o-o---^j^-- /o-O---**--- /00--*«=^--/00^^ —«?•<??«*•?. (*---/;-8r----^e^--/o0—-f/a=—loo—^—lOo---^—io-o-—^il^—/o=o--->tei*—-W-O—43*---/o-o-Hb* -;o^--t^ 90-il ^ Fig. 1. Plan of Retaining Walls for East Approach of Hopple St. Viaduct, Cincinnati, O. a very considerable bending, often sufificient tocause 15 per cent of the total stress fromother causes. In resisting this bending thesection commonly used for end posts is ex-tremely inefficient. The value [/ in the aboveratio represents a lower value in the first termthan in the second. The common answer to objections of thiskind is that the wind force will never be asgreat as that assumed. If we can be certainof this it is obvious that we ought to reducethe amount of the assumed wind loads; if not,let us be as consistent as possible in applyingthem. It is always difficult for the writer of speci-Itcations to decide as to the proper factor ofsafety to provide for very remote contin-gencies. For example, while it may be neces-sary to design the top la
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