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Shear – unstiffened beams
LRFD – E = 29,000 ksi
φ = 0.90 Aw = d tw
h 417
≤ φVn = φ (0.6 Fy) Aw
t F
w
417
F
y
523
F
<
w
y
h
t
≤
523
F
y
⎡
φVn = φ (0.6 Fy) Aw ⎢
417
⎢(
h/t
⎣ w ) F
y
<
COLUMNS
h
t
w
≤ 260
⎡ 218,
000
φVn = φ (0.6 Fy) Aw ⎢
2
⎢⎣
( h/t w ) F
Column effective length KL:
y
y
⎤
⎥
⎥
⎦
⎤
⎥
⎥⎦
123
For
For
w
y
ASD
h 380
≤ : Fv = 0.40 Fy
t F
h 380 Fy
> : Fv = ( Cv
) ≤ 0.4 Fy
t F 2.
89
w
y
where for unstiffened beams:
kv = 5.34
Cv =
190 kv
439
=
h/t F ( h/t ) F
AISC Table C-C2.1 (LRFD and ASD)− Effective Length Factors (K) for Columns
AISC Figure C-C2.2 (LRFD and ASD)− Alignment Chart for Effective Length of Columns in Frames
Column capacities
LRFD
Column slenderness parameter:
λc =
⎛
⎜
⎝
r
⎞
⎟
⎠
⎛
⎜ 1
⎜ π
⎝
KL y
max
F ⎞
⎟
E ⎟
⎠
Nominal capacity of axially loaded columns (doubly
symmetric section, no local buckling):
φ = 0.85
2
λ
λc ≤ 1.5: φFcr = φ
⎛ c ⎞
⎜0
. 658 ⎟⎠ Fy
⎝
λc > 1.5: φFcr = φ
⎡0.
877⎤
⎢ ⎥ 2
⎢⎣
λc
⎥⎦
See Table 3-50: Design Stress for Compression
Fy
Members (Fy = 50 ksi, φ = 0.85)
w
y
w
ASD
Column slenderness parameter:
Cc =
2
2π
Fy
E
CIVIL ENGINEERING (continued)
Allowable stress for axially loaded columns (doubly
symmetric section, no local buckling):
When
When
⎛ KL ⎞
⎜ ⎟
⎝ r ⎠
Fa =
⎛ KL ⎞
⎜ ⎟
⎝ r ⎠
max
≤ Cc
⎡ 2
( KL/r)
⎤
⎢1
−
2 ⎥ Fy
⎢⎣
2Cc
⎥⎦
5 3(
KL/r)
( KL / r)
+ −
3 8C
8C
max
c
> Cc: Fa =
y
3
c
3
2
12π
E
2
23(
KL / r )
See Table C-50: Allowable Stress for Compression
Members (Fy = 50 ksi)