Structural Steel Designers Handbook Part 7 docx
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...
Structural Steel Designers Handbook Part 3 ppsx
... 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...
Structural Steel Designers Handbook Part 6 pps
... 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...
Structural Steel Designers Handbook Part 8 pdf
... 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...
Structural Steel Designers Handbook Part 9 pot
... 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...
Structural Steel Designers Handbook Part 11 doc
... 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...
Structural Steel Designers Handbook Part 12 doc
... 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...
Structural Steel Designers Handbook Part 13 pptx
... 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...
Structural Steel Designers Handbook Part 14 pdf
... 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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