Structural Steel Designers Handbook Part 11 doc

... of 9.3 kips. For the maximum shear of 114 .9 kips, the number of bolts required is 114 .9 /9.3 ϭ 13. The 18 provided are satisfactory. BEAM AND GIRDER BRIDGES 12 .111 FIGURE 12.47 Moment envelope for ... 66.03) L Total: ϭϪ26 ϭϪ12 ϭϪ18 Ϫ56 TABLE 12.41 Steel Stresses in G 1 , ksi Top of steel (compression) Bottom of steel (tension) DL:ƒ ϭ 1.767 ϫ 12 / 1,992 ϭ 11. 03 b SLD:ƒ ϭ 838 ϫ 12...

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... reinforced with localized steel plates, pipes, or angles (Fig. 8.15). (‘ Steel and Composite Beams with Openings,’’ Steel Design Guide Series no. 2, Amer- ican Institute of Steel Construction.) Composite ... Thornton-Tomasetti Engineers, New York, New York Structural- steel framing provides designers with a wide selection of economical systems for floor and roof construction. Stee...

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... section to: Top of steel ϭ 30.75 Ϫ 19.33 ϭ 11. 42 in Bottom of steel ϭ 31.50 ϩ 19.33 ϭ 50.83 in Top of concrete ϭ 11. 42 ϩ 2 ϩ 8.50 ϭ 21.92 in Section Modulus: Top of steel Bottom of steel Top of concrete S ... section to: Top of steel ϭ 30.75 Ϫ 7.25 ϭ 23.50 in Bottom of steel ϭ 31.50 ϩ 7.25 ϭ 38.75 in Top of concrete ϭ 23.50 ϩ 2ϩ 8.50 ϭ 34.00 in Section Modulus: Top of steel...

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... 0 Ϫ9.324 335.6 yAB MЈ 0 335.6 1 6111 0 Ϫ335.6 8056 zAB ϭ FЈ Ϫ402.8 0 0 402.8 0 0 xBA Ά FЈ ·΄ 0 Ϫ9.324 Ϫ335.6 0 9.324 Ϫ335.6 ΅ yB A MЈ 0 335.6 8056 0 Ϫ335.6 1 6111 zB A 0.3058 123.2 Ϫ1.466 Ϫ5.67 0.0238 Ϫ108.2 ϫϭ ... ⌬ yAB yA M 0 335.6 1 6111 0 Ϫ335.6 8056 ⍜ zAB zA ϭ (3.153) F Ϫ402.8 0 0 402.8 0 0 ⌬ xB A xB Ά F ·΄ 0 Ϫ9.324 Ϫ335.6 0 9.324 Ϫ335.6 ΅Ά ⌬ · yB A yB M 0 335.6 8056 0 Ϫ335.6 1 6111 ⍜ z...

Ngày tải lên: 10/08/2014, 12:21

... of steel beams for such areas be at least L /20. (See also T. M. Murray, et al, ‘‘Floor Vibrations Due to Human Activity,’’ Steel Design Guide Series, No. 11, 1997, American Institute of Steel ... 0.6F (6 .115 ) ny For 2.45 Ͻ h /t Յ 3.07͙E/F ͙E/F yy F ϭ 0.6F (2.45͙E/F )/(h/t) (6 .116 ) ny y For 3.07 Ͻ h /t Յ 260͙E/F y 22 F ϭ 0.458 ␲ E/(h/t) (6 .117 ) n 6.31.7 Torsion HSS sections are p...

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... the Design of Cold-Formed Steel Structural Members, American Iron and Steel Institute, Washington, DC, 1996, with permission.) b ϭ b /(3 Ϫ ␺ ) (10.10) 1 e b ϭ b / 2 (10 .11) 2 e The sum of b 1 and ... on effective element. (Source: Specification for the Design of Cold-Formed Steel Structural Members, Amer- ican Iron and Steel Institute, Washington, DC, 1996, with permission.) For...

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... smaller of the values given by Eqs. (11. 45) and (11. 46). H ϭ AF (11. 45) 1 sy H ϭ 0.85ƒЈbt (11. 46) 2 c where A s ϭ cross-sectional area of steel girder, in 2 F y ϭ steel yield strength, ksi ƒ ϭЈ c 28-day ... 190͙k/F y (11. 24a) ϭ when 190 Յ D/t w Յ 237 6000 k ͙k/F ͙k/F yy Ί D/tF wy (11. 24b) ϭ when D/t w Ͼ 237 45,000k ͙k/F y 2 (D/t ) F wy (11. 24c) k ϭ 5[1 ϩ (D/d o ) 2 ] (11. 24d)...

Ngày tải lên: 10/08/2014, 12:21

... of gusset plate ϭ 118 t e ϭ eccentricity of P ϭ 118 /2 Ϫ 54/2 ϭ 32 in y ϭ 118 /2 ϭ 59 in I ϭ 118 3 t/12 ϭ 136,900t in 4 Substitution in Eq. (13.31) yields P/54t E ϭϭ0.832 ƒ P /118 t ϩ 32 ϫ 59P/136,900t The ... a strong competitor of iron and steel. After 1900, concrete became the principal competitor of steel for shorter-span arch bridges. Development of structural steels made it fe...

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... Sydney, Australia 113 2 345 1994 Jindo Bridge Uldolmok Straits, Korea 112 9 344 1984 ALRT Fraser River Br. Vancouver, B.C., Canada 111 5 340 1988 Mesopotamia Parana, Argentina 111 5 340 1972 West ... Thuan, Vietnam 114 8 350 (2000) Batam—Tonton Indonesia 114 8 350 1998 Tempozan Osaka, Japan 114 8 350 1990 Ajigawa Br. Osaka, Japan 114 8 350 1987 Duisburg-Neuenkamp Rhine R., Germany 11...

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