Sổ tay kết cấu Tiếng Anh
Structural Engineer Handbook - Sổ tay kết cấu
... Structural form, stability and robustness Structural form It is worth trying to remember the different structural forms when developing a scheme design. A particular structural form ... 21 CDM 24 3 Design Data Design data checklist 25 Structural form, stability and robustness 26 Structural movement joints 29 Fire resistance periods for structural elements 30 Typical...
Ngày tải lên: 17/10/2012, 09:53
Sổ tay kết cấu thép - Section 1
... 22.2 17 .3 10 00 11 .4 8.6 17 .1 12.0 8.3 12 00 1. 7 1. 0 3.8 2.0 1. 0 A 514 grade F steel† 700 — — 10 1.0 99.0 97.0 800 81. 0 74.0 86.0 81. 0 77.0 * Equivalent to 1% in 10 ,000 hours. † Equivalent to 1% in 10 0,000 ... ϭ 1 Ϫ 10 0 Њ F Ͻ T Ͻ 700 Њ F (1. 11) 5000 2 Ϫ 6 E/E Ј ϭ (500,000 ϩ 13 33T Ϫ 1. 111 T )10 700 Њ F Ͻ T Ͻ 12 00 Њ F (1. 12) Ϫ 6 ␣ ϭ (6 .1 ϩ 0.0 019 T )10 1...
Ngày tải lên: 18/10/2012, 16:13
Sổ tay kết cấu thép - Section 2
... and shipping. 2. 10 BUILT-UP SECTIONS These are members made up by a fabricator from two or more standard sections. Examples of common built-up sections are shown in Fig. 2. 2. Built-up members are ... punching, cutting, or shearing. Such 2. 22 SECTION TWO FIGURE 2. 9 Variations of the tower crane: (a) kangaroo; (b) hammerhead; (c) climbing crane. 2. 12 SECTION TWO sions. Each pi...
Ngày tải lên: 18/10/2012, 16:13
Sổ tay kết cấu thép - Section 3
... 1 Ϫ ͫͩͪͬ 2 3 h 1 t 3 1 Ϫ a 1 ϪϪ ͩͪ 3 3 h 4 t Ά· 1 Ϫ a 1 Ϫ ͫͩͪͬ h b Ϫ b Ј a ϭ b 1 2 2 3 1 36 (1 ϩ k) 2 (2 ϩ k) 3( 1 ϩ k) 2 1(1 ϩ 4k ϩ k ) 36 (1 ϩ k) GENERAL STRUCTURAL THEORY 3. 5 3. 3 MOMENTS OF ... dx ϭϪϩϩ C ͩͪ 3 EI 2EI 2EI 32 where C 3 is a constant. When x ϭ L/2, ϭ 0. Hence C 3 ϭϪ wL 3 /24EI, and the equation for slope is w 32 3 (x) ϭ ( Ϫ 4x ϩ 6Lx Ϫ L ) 24EI (...
Ngày tải lên: 18/10/2012, 16:13
Sổ tay kết cấu thép - Section 4
... 1 2 3 4 5 6 7 8 9 81 140 175 189 185 166 135 95 49 140 256 329 360 355 320 261 1 84 95 175 329 44 1 49 5 49 5 45 0 369 261 135 189 360 49 5 576 590 544 45 0 320 166 185 355 49 5 590 625 590 49 5 355 185 166 320 45 0 544 590 576 49 5 360 189 135 261 369 45 0 49 5 49 5 44 1 329 175 95 1 84 261 320 355 360 329 256 140 49 95 135 166 185 189 175 140 81 30,000 * ......
Ngày tải lên: 18/10/2012, 16:13
Sổ tay kết cấu thép - Section 5
... A5.29 E7XT-1 ,5 E8XT-1, 5- NiX, W A 852 / M270M grade 485W‡ AWS A5 .5 E9018-M AWS A5.23 F9A0-EXXX-X AWS A5.29 E9XT1-X E9XT5-X A514 / M270 grades 690 and 690W Over 2 1 ⁄ 2 in thick AWS A5 .5 E1018-M (b) ... A5.1 E7016, E7018, E7028 AWS A5 .5 E7016-X, E701 8- X, E7028-X, E7018-W E70 15, 16, 1 8- C1L, C2L E8016, 18-C1, C2Đ E8016, 18-C3Đ E8018-WĐ AWS A5.17 or A5.23 F7A0-EXXX, F8A 0-...
Ngày tải lên: 18/10/2012, 16:13
Sổ tay kết cấu thép - Section 6
... 20 ϩ 9 Ϫ 24 ϩ 10 Ϫ 26 ϩ 12 Ϫ 33 ϩ 15 Ϫ 39 ϩ 18 Ϫ 47 ϩ 21 Ϫ 55 ϩ 24 Ϫ 64 ϩ 28 Ϫ 73 ϩ 32 Ϫ 83 ϩ 36 Ϫ 94 100 ϩ 8 Ϫ 18 ϩ 9 Ϫ 20 ϩ 11 Ϫ 25 ϩ 14 Ϫ 30 ϩ 16 Ϫ 36 ϩ 19 Ϫ 42 ϩ 22 Ϫ 49 ϩ 26 Ϫ 57 ϩ 29 Ϫ 64 ϩ 33 Ϫ 73 10 ϩ 9 Ϫ 37 ϩ 10 Ϫ 41 ϩ 13 Ϫ 51 ϩ 16 Ϫ 62 ϩ 19 Ϫ 73 ϩ 22 Ϫ 86 ϩ 25 Ϫ 100 ϩ 29 Ϫ 115 ϩ 33 Ϫ 131 ϩ 37 Ϫ 147 320 ϩ 9 Ϫ 31 ϩ 10 Ϫ 35 ϩ 12 Ϫ 43 ϩ 15 Ϫ 52 ϩ 18 Ϫ 62 ϩ 21 Ϫ 73...
Ngày tải lên: 18/10/2012, 16:13
Sổ tay kết cấu thép - Section 7
... major-axis moment ϭ 180 kip-ft Live-load major-axis moment ϭ 75 kip-ft Dead-load minor-axis moment ϭ 75 kip-ft Live-load minor-axis moment ϭ 40 kip-ft The column axial loads and moments due to ... kip-in ϭ 282 kip-ft Ͼ 277 .5 kip-ft—OK DESIGN OF BUILDING MEMBERS 7. 29 M u ϭ 328.0 ft-kips, and the plastic modulus required is Z ϭ M u /0.9F y ϭ 328 ϫ 12/(0.9 ϫ 50) ϭ 87. 5 in 3 . The least-...
Ngày tải lên: 18/10/2012, 16:13
Sổ tay kết cấu thép - Section 8
... are 8. 34 SECTION EIGHT FIGURE 8. 32 Cable roofs. (a) Cable-stayed cantilever roof; (b) single-layer cable-suspended roof; (c) double-layer cable-suspended roof. 8. 30 SECTION EIGHT FIGURE 8. 29 ... a fire rating. 8. 28 SECTION EIGHT FIGURE 8. 28 Modified Reiher-Meister scale relates perception of vibrations to amplitude and fre- quency. casement of the framing members in a fire...
Ngày tải lên: 18/10/2012, 16:13
Sổ tay kết cấu thép - Section 9
... LATERAL-FORCE DESIGN 9. 19 FIGURE 9. 9 Hysteretic behavior of three steel frames. (a) Moment-resisting frame: (b) con- centric braced frame: (c) eccentric braced frame. 9. 4 SECTION NINE FIGURE 9. 2 ... (Fig. 9. 22). Under these conditions, the slabs LATERAL-FORCE DESIGN 9. 23 FIGURE 9. 13 Typical configurations of eccentric braced frames. See also Fig. 9. 16. included in the 199...
Ngày tải lên: 18/10/2012, 16:13
Sổ tay kết cấu thép - Section 10
... used to evaluate M e : M e ϭ for doubly-symmetric I-sections (10. 38) 2 EC dI byc 2 L ϭ for point-symmetric Z-sections (10. 39) 2 EC dI byc 2 2L d ϭ Depth of section L ϭ Unbraced length of the ... is 10. 10 SECTION TEN FIGURE 10. 3 Effective width concept. (a) Buckling of grid model; (b) buckling of plate; (c) stress distributions. COLD-FORMED STEEL DESIGN 10. 11 10. 7 MAXIMUM W...
Ngày tải lên: 18/10/2012, 16:13
Sổ tay kết cấu thép - Section 11
... governs. Load-and-Resistance-Factor Design. The live-load moment M L is produced by a combi- nation of truck and lane loads, with impact applied only to the truck moment: M ϭ 1.33 ϫ 1524 ϩ 800 ϭ 2827 ft-kips L The ... such as finite-element anal- ysis is permitted. 11. 34 SECTION ELEVEN TABLE 11. 22 Cycles per Truck Passage, n (a) Longitudinal members Member type Span length Ͼ 40.0 ft Յ 4...
Ngày tải lên: 18/10/2012, 16:13
