...
Fyp | 275000 kN/m2 | AISC 358-16 6.7.6 (3) |
tbw | 9 mm | |
Fe | 490000 kN/m2 | |
w  Image Removed | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize w \geq \dfrac %7B \varphi_t F_%7Byb%7D t_%7Bbw%7D%7D %7B2 \times \varphi \times 0.6 \times F_e \times 1.5 \times0.707%7D%7D $$ |
|---|
|
| Mathinline |
|---|
| body | --uriencoded--$$ \normalsize = \dfrac %7B 0.9 \times 275 \times 10%5e%7B-3%7D \times 9%7D %7B2 \times 0.75 \times 0.6 \times 490 \times 10%5e%7B-3%7D \times 1.5 \times 0.707%7D%7D = 4.763 $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
4.763 mm | 8.487 mm | 0.561 | √ |
Column Flange Thickness
The required column flange thickness, tcf, for four bolts unstiffened end plate connection is checked according to AISC 358-16 §6.8
Muc | 796.489 kNm | AISC 358-16 (6.8-13) |
Fyp | 275000 kN/m2 | |
s | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize s = \dfrac%7B1%7D%7B2%7D \sqrt%7B b_f g%7D = \dfrac%7B1%7D%7B2%7D \sqrt%7B 300 \times 150%7D = 106.066 $$ |
|---|
|
| |
c | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize c = p_%7Bfo%7D + t_%7Bfo%7D + p_%7Bfi%7D = 60 + 16 + 60 = 136 $$ |
|---|
|
| |
Yc | | Mathinline |
|---|
| body | --uriencoded--$$ \small Y_c = \dfrac%7Bb_f%7D%7B2%7D \left [ h_1 \left ( \dfrac%7B1%7D%7Bs%7D \right ) + h_0 \left ( \dfrac%7B1%7D%7Bs%7D \right ) \right ] + \dfrac%7B2%7D%7Bg%7D \left [ h_1 \left ( s + \dfrac%7B3c%7D%7B4%7D \right ) + h_0 \left ( s + \dfrac%7Bc%7D%7B4%7D \right ) + \dfrac%7Bc%5e2%7D%7B2%7D \right ] + \dfrac%7Bg%7D%7B2%7D $$ |
|---|
|
| |
Yc | | Mathinline |
|---|
| body | --uriencoded--$$ \tiny Y_c = \dfrac%7B300%7D%7B2%7D \left [ 367.5 \left ( \dfrac%7B1%7D%7B106.066%7D \right ) + 502.5 \left ( \dfrac%7B1%7D%7B106.066%7D \right ) \right ] + \dfrac%7B2%7D%7B150%7D \left [ 367.5 \left ( 106.066 + \dfrac%7B3 \times 136 %7D%7B4%7D \right ) + 502.5 \left ( 106.066 + \dfrac%7B136%7D%7B4%7D \right ) + \dfrac%7B136%5e2%7D%7B2%7D \right ] + \dfrac%7B150%7D%7B2%7D $$ |
|---|
|
| Mathinline |
|---|
| body | $$ \normalsize Y_c = 5344.209 $$ |
|---|
|
| |
tcf | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize t_%7Bcf%7D \geq \sqrt%7B \dfrac %7B 1.11 M_%7Buc%7D%7D %7B\varphi F_%7Byc%7DY_c%7D %7D = \sqrt%7B \dfrac %7B 1.11 \times 796.489%7D %7B 1 \times 275 \times 10%5e%7B-3%7D \times 5344.209%7D %7D = 24.527 $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
4763 8.487 561Column
...
Panel Zone Shear
...
Required
...
Available
...
Ratio
...
Control
...
24.527 mm
...
31 mm
...
0.791
...
√
Column Panel Zone Shear
...
Pr
...
366.473 kN
...
AISC 360-16 J10-9
...
Py
...
...
Fy
...
275000 kN/m2
...
...
A g
...
28634.759 mm2
...
...
d c
...
650 mm
...
...
tw
...
16 mm
...
...
Rn
...
...
ΦRn
...
Yielding of the column panel zonefor four bolts unstiffened end plate connection is checked according to AISC 358360-16 §6.8
...
Muc
...
796.489 kNm
...
AISC 358-16 (6.8-13)
...
Fyp
...
275000 kN/m2
...
...
s
...
...
c
...
...
Yc
...
...
Yc
...
...
tcf
...
J.10
Pr | 366.473 kN | AISC 360-16 J10-9 |
Py | | Mathinline |
|---|
| body | --uriencoded--\normalsize P_%7By%7D = F_y A_g = 275 \times 10%5e%7B-3%7D \times 28634.759 = 7874.559 \; \; \mathrm%7BkN%7D |
|---|
|
| |
Fy | 275000 kN/m2 | |
A g | 28634.759 mm2 | |
d c | 650 mm | |
tw | 16 mm | |
Rn | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize R_n = 0.6F_%7By%7Dd_ct_w = 0.6 \times 275 \times 10%5e%7B-3%7D \times 650 \times 16 = 1716 \; \; \mathrm%7BkN%7D $$ |
|---|
|
| |
ΦRn | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize \varphi R_n = 1 \times 1716 = 1716 \; \; \mathrm%7BkN%7D $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
1621.957 kN | 1716 kN | 0.945 | √ |
...
The required panel zone thickness for four bolts unstiffened end plate connection is checked according to AISC 358-16.
tmin ≥u/180  Image Removed | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize t_%7Bmin%7D = 16 \geq 2016/180 = 11.2 \; \; \mathrm%7Bmm%7D $$ |
|---|
|
| |
tmin = t w | 16 mm | |
tw | 16 mm | |
u | 2016 mm | |
...