Structural Steel Designers Handbook Part 7 docx

... ϫ 15.89)/2 ϭ 7. 64 in Equation (7. 46) yields a larger thickness than Eq. (7. 47) because m Ͼ n. From Eq. (7. 46), 2 ϫ 173 1 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 ... t p (in) is the largest of the values given by Eqs. (7. 46) to (7. 48): 2P u t ϭ m (7. 46) p Ί 0.9FBN y 2P u t ϭ n (7. 47) p Ί 0.9FBN y 2P u t ϭ ␭ nЈ (7. 48) p Ί 0.9FBN y where m ϭ project...

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... 86 .70 72 . 67 Ϫ51.22 Ϫ86 .70 72 . 67 ⌬ xAC xA F 86 .70 151.3 41.96 Ϫ86 .70 Ϫ151.3 41.96 ⌬ yAC yA M 72 . 67 41.96 8056 72 . 67 Ϫ41.96 4028 ⍜ zAC zA ϭ (3.154) F Ϫ51.22 Ϫ86 .70 72 . 67 51.22 86 .70 72 . 67 ⌬ xCA ... xC Ά F ·΄ Ϫ86 .70 Ϫ151.3 Ϫ41.96 86 .70 151.3 Ϫ41.96 ΅Ά ⌬ · yCA yC M 72 . 67 41.96 4028 72 . 67 Ϫ41.96 8056 ⍜ zCA zC 3.84 SECTION THREE FIGURE 3.80 (a) Fixed-end moments...

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... Eq. 6 .72 b. 0.1 67 F ϭ (C /N ) (6 .72 b) SR ƒ For stress category CЈ, use Eq. 6 .72 c or Eq. 6 .72 d as indicated in Table 6.26. 0.333 0.333 88 44 ϫ 10 0 .71 Ϫ 0.65(2a /t) ϩ 0 .79 W/t 44 ϫ 10 F ϭ Յ (6 .72 c) ͩͪͩ ... (6.115) ny For 2.45 Ͻ h /t Յ 3. 07 E/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) (6.1 17) n 6.31 .7 Torsion HSS sect...

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... included in Eq. (9. 27) . Panel-zone requirements often control the lateral resistance of steel moment-resisting frames. However, this may cause some difficulties for structural designers. The UBC ... ͙N/t) (10.50c) ny6 2 P ϭ tkCCCC[538 Ϫ 0 .74 (h/t)][1 ϩ 0.0 07( N /t)] (10.50d) n 129 ␪ When N/t Ͼ 60, the factor [1 ϩ 0.0 07( N / t)] may be increased to [0 .75 ϩ 0.011(N / t)] 2 P ϭ tFC(0.8...

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... 2,198.0 70 .8 1,682.1§ 53.1 2,242.8§ 70 .8 150 1,856.3 55.5 2, 475 .0 74 .0 1,856.3 55.5 2, 475 .1 74 .0 160 2, 075 .0 57. 9 2 .76 8.0 77 .2 2, 076 .0 57. 9 2 ,76 8.0 77 .2 170 2,3 07. 8 60.3 3, 077 .0 80.4 2,3 07. 8 60.3 ... 3, 077 .1 80.4 180 2,551.5 62 .7 3,402.0 83.6 2,551.5 62 .7 3,402.1 83.6 190 2,8 07. 3 65.1 3 ,74 3.0 86.8 2,8 07. 3 65.1 3 ,74 3.1 86.8 200 3, 075 .0 67. 5 4,1...

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... 6.5qL 1 L 2 /2 Centrifugal force C 15 71 2,010 1.40 5. 37 2,860 850 180 30 56 3, 170 1.33 5.09 4,280 1, 270 280 40 46 3, 470 1.34 5.12 4 ,72 0 1,400 310 43 43 3,500 1.33 5.09 4 ,72 0 1,400 310 3 .76 5 ϫ 86 R ϭϭ162 kips DL 2 Live ... 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 ,76 7 ϫ 12/ 2 ,72 0 ϭ 7. 79 b ƒ ϭ 838 ϫ 12 / 3,010 ϭ 3.34 b ƒ ϭ 1,2 97 ϫ 12 /3,210 ϭ...

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... Ad 2 I o I Steel section 68.3 Ϫ558 47, 340 Concrete 100 ϫ 8.5/ 24 35.4 37. 00 1,310 48, 470 210 48,680 103 .7 752 96,020 d 24 ϭ 75 2/ 103 .7 ϭ 7. 25 in 7. 25 ϫ 75 2 ϭϪ5,450 I NA ϭ 90, 570 Distance from neutral axis ... 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 Bott...

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... LOADED STRUCTURE: 1,3 57 lb per ft TYPES OF STEEL IN STRUCTURE: % Arch ribs A440 100 Spandrel columns A7 94 A440 6 Rib bracing and end towers A7 100 Floor system A 373 and A7 OWNER: Niagara Falls ... F y ϭ 36 ksi, this area equals 250 / (36 ϫ 2) ϭ 3. 47 in 2 . Hence, the equivalent web area from the L14- L15 side of the joint is 67. 29 ϩ 3. 47 ϭ 70 .76 in 2 . The number of bolts require...

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... 1992 Innoshima Japan 2526 77 0 1983 Akinada 1 Japan 2461 75 0 Hakucho 1 Japan 2362 72 0 Kanmon Straits Kyushu-Honshu, Japan 2336 71 2 1 973 Angostura Ciudad Bolivar, Venezuela 2336 71 2 19 67 San Francisco-Oakland ... USA 70 0 213 1928 Sixth Street Pittsburgh, PA, USA 70 0 213 1928 General U.S. Grant Ohio R., Portsmouth, OH, USA 70 0 213 19 27 Airline St. JO, Texas, USA 70 0 213 1...

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