Engineering and Contracting . etal mainly For 350- used In span. ft. span. Carbon steel E = lbs 1,150 E = lbs E= 70,00(1 lbs 900 E = lbs 850 E = 00,000 lbs 800 For 600- For 1,000-ft. span, ft^ span. E = lbs. 750 1,, 2,0001,7501,,4001, the weights of metal in simple spans and can-tilever bridges of carbon steel, up to a limit of bridges and of mixed nickel-steel and carbon-steel bridges computed by the writer in thepreparation of a previous paper on Nickel-Steel for Bridges. As the weights of metalper linear
Engineering and Contracting . etal mainly For 350- used In span. ft. span. Carbon steel E = lbs 1,150 E = lbs E= 70,00(1 lbs 900 E = lbs 850 E = 00,000 lbs 800 For 600- For 1,000-ft. span, ft^ span. E = lbs. 750 1,, 2,0001,7501,,4001, the weights of metal in simple spans and can-tilever bridges of carbon steel, up to a limit of bridges and of mixed nickel-steel and carbon-steel bridges computed by the writer in thepreparation of a previous paper on Nickel-Steel for Bridges. As the weights of metalper linear foot in simple truss bridges werelimited to lengths of 600 ft. in the formerpaper thev have here been extended to 1,000ft. by maJcing actual calculations of stresses,sections, and weights of metal for several longspans, using the various kinds of steel weights for bridges of carbon steel arebased on the standard specifications given inthe writers De Pontibus. They are quite do-oc foC of Trusses^.yjg:.^— zo-o—-. ?-^mrr^ lb) Znd View lal Half elevation Fig 3 Half Elevation, End View and Details of River Picr (No. 4) of North Side Point Bridge, Plttsburah, Pa. 600-ft. spans for the former and 1,800-ft. mainopenings for the latter, accumulated by the TABLE OF^\\l.\^\^J^r-ERAL SYSTEMS OF SIMPLK t-lANS. WelKht of meliU per lln. Npnn, lbs. Metal mainly used In = 60,000 = 60,n0O : 70,onn = = 90,000 = 100,000 For ,iO450 I-orGUO- For 1,000-ft. span. ft. »_pnn- 600GOO60060060060U600 , 9r,o 900 writer and his firm during the last 25 years,together with the weights of nickel-slcel accurate up to the limits of 1,000 ft. for sim-ple spans and 1,800 fr the mam openings ofcantilever bridgss. Figures1 and 2 give theequivalent uniform live per linear footof Mnglc assumed in computing theweights of trusses. The impact per
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