Tests der großen Brücke spalten. Das Büro von Standards EE EEE-= r P^z-Hsr MW^t $==^FFL-^i ==-Fe-N=EE========^= Sfr&s? Abb. 36.-Spalte US2 MSt (Kohlenstoffstahl) Tests der Großen Brücke Spalten 79-k-=E! :======== EE EE/EE=EE ER = - 1 1 g 1 h l 1 1 • f-7-r^. =?mJ H=|===-="- **======== £ b^N^i T/r * r/rr Abb. 37.-Spalte US2 MSi (mayari Stahl) 8 o Technologic Papiere der Büro von Standards === pr^ | | | Ich? ? Tt-1 j1 1H/=- iv^-- g ^= |=^] Rv. V^, ========= gs, TFT-Bild. 38.-Spalte U2 Mx {Kohlenstoffstahl) Tests der Großen Brücke Spalten 81 - lJ =, = i ij i p ^1^11^j j 1 = 1 1/; i i

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Tests of large bridge columns. . the Bureau of Standards EE EEE — = r ~ P^ z~ — Hsr MW ^t$ ==^ ffl —^i = = —fe — N = EE = = =^= Sfr&s? Fig. 36.—Column US2 MSt (carbon steel) Tests of Large Bridge Columns 79 —k— = E ! : = = = EE EE/ EE = EE HE = —1 1 .g 1 h l 1 1 •f-7-r^. = ?mJ H =| = == -=»—** ===£ b^N ^ i T/r *r/ rr Fig. 37.—Column US2 MSi (Mayari steel) 8o Technologic Papers of the Bureau of Standards === pr^ | | | i ? ?tt -1 j 1 1 ~H/ = -iv^- -g^ =|= ^]rv.V ^ , = gs , = == TFT Fig. 38.—Column U2 Mx {carbon steel) Tests of Large Bridge Columns 81 - lJ = , = i ij^ 1 i p^11^ j j 1 = 1 1/ ; i i i ~~ / ii; ! > j 1 1 1 1 / —i--J /1 i 1 11 — j ? | 1 1 I j 1 J J 1 1 ? ^ts! 47- tor o>* »r Fig. 39.—Column U2 Mt (Mayari steel) 2820°—18 6 82 Technologic Papers of the Bureau of Standards / — ) — — — / — — —— I — :—j ? ? ? ? ZZZZ 1 ? =^ = = : j - = = = ==:= == = &fratn Fig. 40.—Column LCQ LCX {carbon si Tests of Large Bridge Columns 83. 3?r, Fig. 41.—Column LC0 LCX (Mayari steel) 84 Technologic Papers of the Bureau of Standards. VIEWS OF THE COLUMNS AFTER FAILURES. The photographs from which Figs. 42 to 59 were made, with afew exceptions, were furnished through the courtesy of theAmerican Bridge Co. and the Pennsylvania Steel Co. In the case of the columns failing locally at the ends, the failureswere very abrupt, and occurred practically simultaneously withthe maximum loads obtained. In the case of the other columns, the amounts of distortions were as a rule somewhat in excess ofthose which occurred at the points of maximum loads. Thepressures were applied continuously for several minutes after themaximum loads were obtained in order to accentuate the char-acteristic distortions of the column structures. Attention is called to the continuous deflection curves of thecolumns of the Metropolis Bridge, and to the behaviors of thelattice bracing in all the columns. The characteristic slippingof the pin plates

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• bookauthorbraggjg
• bookcentury1900
• bookdecade1910
• bookpublisher