Structural Steel Designers Handbook Part 8 pdf
Structural Steel Designers Handbook Part 8 pdf
... therefore
COLD-FORMED STEEL DESIGN 10.19
TABLE 10.3 R values for Simple Spans
(See Eq. 10.40)
Section depth, d, in Profile R*
d Յ 6.5 C or Z 0.70
6.5
Ͻ d Յ 8. 5 C or Z 0.65
8. 5
Ͻ d Յ 11.5 Z 0.50
8. 5
Ͻ d Յ ... 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...
Structural Steel Designers Handbook Part 14 pdf
... 2913 88 8 1997
Ohnaruto Japan 287 4 87 6 1 985
Tacoma Narrows I
3
Tacoma, Washington, USA 280 0 85 3 1940
Tacoma Narrows II Tacoma, Washington, USA 280 0 85 3 1950
Askøy Near Bergen, Norway 2 787 85 0 1992
Innoshima ... 1993
Nan Pu Shanghai, China 1 388 423 1991
Vasco de Gaama Lisbon, Portugal 13 78 420 19 98
Hitsuishijima
2
Kagawa, Japan 13 78 420 1 988
Iwagurojima
2
Kagawa, Japan...
Structural Steel Designers Handbook Part 3 ppsx
... 83 .91
yAC
MЈ 0 83 .91 80 56 0 83 .91 40 28
zAC
ϭ
FЈ Ϫ201.4 0 0 201.4 0 0
xCA
Ά
FЈ
·΄
0 Ϫ1.165 83 .91 0 1.165 83 .91
΅
yCA
MЈ 0 83 .91 40 28 0 83 .91 80 56
zCA
Ϫ1.1117 Ϫ224.9
Ϫ0.99 78 0 .83 6
0.02 38 1 08. 2
ϫϭ (3.159)
0 ... AC
F 51.22 86 .70 Ϫ72.67 Ϫ51.22 86 .70 Ϫ72.67 ⌬
xAC xA
F 86 .70 151.3 41.96 86 .70 Ϫ151.3 41.96 ⌬
yAC yA
M Ϫ72.67 41.96 80 56 72.67 Ϫ41.96 40 28 ⍜
zAC zA
ϭ (...
Structural Steel Designers Handbook Part 6 pps
... compression
ϭ 0 .85 .
BUILDING DESIGN CRITERIA 6.37
TABLE 6.22 Minimum Pretension (kips) for
Bolts*
Bolt size, in A325 bolts A490 bolts
1
⁄
2
12 15
5
⁄
8
19 24
3
⁄
4
28 35
7
⁄
8
39 49
15164
1
1
⁄
8
56 80
1
1
⁄
4
71 ... 2
million
ن
A63 37 24 24
B49 29 18 16
B
Ј 39 23 15 12
C35 21 13 10
D 28 16 10 7
E22 13 8 5
E
Ј 16 9 6 3
F15 12 9 8
*As specified in the AISC ASD specification for...
Structural Steel Designers Handbook Part 7 docx
... 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 86 8)]
ϭ 0. 98
ϭ (2 ϫ ... from
8. 2 SECTION EIGHT
TABLE 8. 1 Equivalent Thicknesses for
Cold-Formed Steel
Gage
designation
Design
thickness, in
28 0.0149
26 0.0179
24 0.0239
22 0.0299
20 0.0359
18 0.0...
Structural Steel Designers Handbook Part 9 pot
... 627.9§ 58. 5§
60 4 18. 5 33.9 5 58. 0 45.2 604.9§ 45.6§ 80 6.5§ 60 .8
70 530.3 36.3 707.0 48. 4 739.2§ 46 .8 985 .6§ 62.4§
80 654.0 38. 7 87 2.0 51.6 87 3.7§ 47.7§ 1,164.9§ 63.6§
90 789 .8 41.1 1,053.0 54 .8 1,0 08. 3§ ... 57.9 2.7 68. 0 77.2 2,076.0 57.9 2,7 68. 0 77.2
170 2,307 .8 60.3 3,077.0 80 .4 2,307 .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...
Structural Steel Designers Handbook Part 11 doc
... 12 ϫ 83 8(15) /(3000 ϫ 64. 38)
L
2
LL ϩ I: M ϭϪ0.1 ϫ 12 ϫ 1,297(15) /(300 ϫ 66.03)
L
Total:
ϭϪ26
ϭϪ12
ϭϪ 18
Ϫ56
TABLE 12.41 Steel Stresses in G
1
, ksi
Top of steel (compression) Bottom of steel ... M
DL
Equivalent
E10 loading
q 3 .83 q
Live load M
LL
,
3 .83 qL
1
L
2
/2
Impact M
r
,
0.175
ϫ 6.5qL
1
L
2
/2
Centrifugal
force C
15 71 2,010 1.40 5.37 2 ,86 0 85 0 180
30 56 3,170 1.33...
Structural Steel Designers Handbook Part 12 doc
... ƒ
c
ϭ 18. 88 ϫ 1.25 ϭ 23.60 ksi, A
c
ϭ 12 in
2
,
and a
r
ϭ 2( 38. 17)(
7
⁄
16
)/12.0 ϭ 2. 78. Therefore,
2. 78 2( 38. 17)
R ϭ 1 ϪϪ4.64͙(29,000/23.60)
ͫͬͫ ͬ
b
7
1200 ϩ 300(2. 78) ( ⁄
16
)
ϭ 0. 98
Calculate ... in
S
ϭ 30,100 /23 .82
sb
3
ϭ 1,264 in
S
ϭ 30,100 /22.45
c
3
ϭ 1,341 in
(b) For live loads, n ϭ 8
Material A d Ad Ad
2
I
o
I
Steel section 82 .4 18, 900 18, 900
Concrete 76.5
ϫ...
Structural Steel Designers Handbook Part 13 pptx
... is 88 in. The allowable stress, computed from Eq.
(13.33) with a slenderness ratio KL /r
ϭ 0.5 ϫ 25/0.1 98 ϭ 63, is 14 .88 ksi. This permits
the gusset to withstand a load
11
P ϭ 2 ϫ 14 .88 ϫ 88 ... sidewalks 704
Railings and parapets 470
Floor steel for roadway 80 0
Floor bracing 203
Arch trusses 2, 082
Arch bracing 580
Arch posts and bracing 6 08
TOTAL 8, 587
SPECIFICATION LIVE L...
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