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...
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...
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...
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
(...
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
* ......
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-...
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...
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-...
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...
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...
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...
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...
