Structural Steel Designers Handbook Part 6 pps

... Eq. (6. 58) and Eq. (6. 59), (6. 60), or (6. 61): F ϭ 12,000C /(Ld /A ) Յ 0 .60 F (6. 58) bbƒ y where C b is the bending coefficient defined in Sec. 6. 17.2. When L /r T Յ ͙102,000C /F , by F ϭ 0 .60 F (6. 59) by When ... is F ϭ 0 .66 F (6. 55) by This stress can be used, however, only if L does not exceed the smaller of the values of L c computed from Eqs. (6. 56) and (6. 57): L ϭ 76b /͙F (6....

Ngày tải lên: 10/08/2014, 12:21

... 335 .6 0 Ϫ9.324 335 .6 yAB MЈ 0 335 .6 161 11 0 Ϫ335 .6 80 56 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 80 56 0 Ϫ335 .6 161 11 zB A 0.3058 123.2 Ϫ1. 466 Ϫ5 .67 0.0238 Ϫ108.2 ϫϭ ... AC with ␣ ϭ 60 Њ, S AC ϭ ⌫ k ⌫ AC ␦ AC : T Ј AC AC F 51.22 86. 70 Ϫ72 .67 Ϫ51.22 Ϫ 86. 70 Ϫ72 .67 ⌬ xAC xA F 86. 70 151.3 41. 96 Ϫ 86. 70 Ϫ151.3 41....

Ngày tải lên: 10/08/2014, 12:21

Ngày tải lên: 10/08/2014, 12:21

... Eq. (7. 46) , 2 ϫ 1731 t ϭ 7.88 ϭ 2. 76 in p Ί 0.9 ϫ 36 ϫ 28 ϫ 41 For use in Eq. (7.48), n Ј ϭ /4 ϭ 4.0͙( 16. 04 ϫ 15.89) X ϭ [(4 ϫ 16. 04 ϫ 15.89) /( 16. 04 ϩ 15.89) 2 ][1731/(0 .6 ϫ 0.85 ϫ 4.0 ϫ 868 )] ϭ ... 4.0 ϫ 1.0 ϭ 1.40 in Ͻ 2. 76 in p Ί 0.9 ϫ 36 ϫ 868 Use a base plate 28 ϫ 2 3 ⁄ 4 ϫ 31 in. 7. 16 SECTION SEVEN 7.11 EXAMPLE—LRFD FOR FLOORBEAM WITH OVERHANG A floorbeam of A 36 st...

Ngày tải lên: 10/08/2014, 12:21

... Commentary on the Specification for the Design of Cold- Formed Steel Structural Members, American Iron and Steel Institute, Washington, DC, 19 96, with permission.) Fig. 10.3c. As the load is increased ... element. (Source: Specification for the Design of Cold-Formed Steel Structural Members, Amer- ican Iron and Steel Institute, Washington, DC, 19 96, with permission.) For flexural m...

Ngày tải lên: 10/08/2014, 12:21

... 3,075.0 67 .5 4,100.0 90.0 220 3 ,64 6.5 72.3 4, 862 .0 96. 4 3 ,64 6.5 72.3 4, 862 .0 96. 4 240 4, 266 .0 77.1 5 ,68 8.0 102.8 4, 266 .0 77.1 5 ,68 8.0 102.8 260 4,933.5 81.9 6, 578.0 109.2 4,933.5 81.9 6, 578.0 ... 445 .6 42.0 470.9§ 43.9§ 62 7.9§ 58.5§ 60 418.5 33.9 558.0 45.2 60 4.9§ 45 .6 8 06. 5§ 60 .8§ 70 530.3 36. 3 707.0 48.4 739.2§ 46. 8§ 985 .6 62 .4§ 80 65 4.0 38.7 872.0...

Ngày tải lên: 10/08/2014, 12:21

... ϭϪ0.1 ϫ 12 ϫ 1,297(15) /(300 ϫ 66 .03) L Total: ϭϪ 26 ϭϪ12 ϭϪ18 Ϫ 56 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 ... ϫ 12/ 6, 630 ϭ 2.34 b 12 L:ƒ ϭ 26 ϫ ⁄ 81 ϭ 3.85 b Total: 20.17 Ϸ 20 ƒ ϭ 1, 767 ϫ 12/ 2,720 ϭ 7.79 b ƒ ϭ 838 ϫ 12 / 3,010 ϭ 3.34 b ƒ ϭ 1,297 ϫ 12 /3,210 ϭ 4.85 b ƒ ϭ 56 ϫ 12 /...

Ngày tải lên: 10/08/2014, 12:21

... 2 ,66 0 in (b) For live loads, n ϭ 8 Material A d Ad Ad 2 I o I Steel section 68 .3 Ϫ558 47,340 Concrete 100 ϫ 8.5/ 8 1 06. 3 37.00 3,933 145,520 64 0 1 46, 160 174 .6 3,375 193,500 d 8 ϭ 3375/ 174 ,6 ... 2.00 Substitution of the above values in Eq. (12. 46) yields 50,000 ϫ 2.0 598 2 F ϭ ͙0.772(51/598) ϩ 9.87( 36. 52/ 264 ) ͩͪ b 1 ,66 6 264 ϭ 68 .62 ksi Ͼ (0.55 ϫ 36 ϭ 19.8 ksi) Use...

Ngày tải lên: 10/08/2014, 12:21

... OF STEEL IN STRUCTURE: % Arch trusses A441 61 A 36 39 Other components A 36 OWNER: Arizona Department of Transportation ENGINEER: Bridge Division FABRICATOR: American Bridge Division, U.S. Steel ... ϫ 102 ϫ ⁄ 16 ϭ 168 3 kips d For path 2-3, capacity in tension with an allowable stress of 20 ksi is 11 P ϭ 2 ϫ 20 ϫ 21 .6 ϫ ⁄ 16 ϭ 594 kips Ͼ (1997 Ϫ 168 3)—OK 23 For tension on path...

Ngày tải lên: 10/08/2014, 12:21

... B.C., Canada 15 26 465 19 86 Yokohama Bay Kanagawa, Japan 1509 465 1989 Second Hooghly R. Calcutta-Howrah, India 1499 457 1992 2nd Severn Crossing Severn R., England / Wales 14 96 4 56 19 96 Queen Elizabeth ... 1207 368 1979 Tjorn Bridge, Askerofjord near Gothenberg, Sweden 1201 366 1982 William Natcher Bridge 1 Ohio R., Ownesboro KY, USA 1200 366 (2001) Sunshine Skyway Tampa, FL, USA 12...

Ngày tải lên: 10/08/2014, 12:21