...
The required bolt diameter, db, for four bolts stiffened end plate connection is checked according to AISC 358-16 §6.8
Muc | 821.813kNm | AISC 358-16 (6.8-5) |
Fyp | 275000 kN/m2 | |
s |  Image Removed | |
Yp |  Image Removed | |
Yp |  Image Removed | |
tp |  Image Removed | Muc | 821.813 kNm | AISC 358-16 (6.8-3) |
Ft | 750000 kN/m2 | |
ho  Image Removed | | |
h1 |  Image Removed | |
db |  Image Removed | |
Required | Available | Ratio | Control |
|---|
29.825 mm | 36 mm | 0.829 | √ |
End Plate Thickness
The required end plate thickness, tb, for four bolts stiffened end plate connection is checked according to AISC 358-16 §6.8
| body | --uriencoded--$$ \normalsize h_o = d - \frac %7Bt_%7Bfo%7D%7D%7B2%7D + p_%7Bfo%7D = 450 - \frac %7B15%7D%7B2%7D + 72 = 514.5 $$ |
|---|
|
| |
h1 | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize h_1 = d - 1.5 t_%7Bfo%7D - p_%7Bfi%7D = 450 - 1.5 \times 15 -72 = 355.5 $$ |
|---|
|
| |
db | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize d_b \geq \sqrt%7B \dfrac %7B 2 M_%7Buc%7D%7D %7B\varphi \pi F_t(h_o + h_1)%7D %7D $$ |
|---|
|
| Mathinline |
|---|
| body | --uriencoded--$$ \normalsize d_b \geq \sqrt%7B \dfrac %7B 2 \times 821.813%7D %7B0.90 \times \pi \times 750000 \times (514.5 + 355.5)%7D %7D =29.825 \; \; \mathrm%7Bmm%7D $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
27327 30 911End Plate
...
Thickness
The required stiffener end plate thickness, tb, for four bolts stiffened end plate connection is checked according to AISC 358-16 §6.8
tbw | 9 mmMuc | 821.813kNm | AISC 358-16 (6.8- |
9ybFys | 275000 kN/m2 | |
ts | 12 mm | |
|  Image Removed | |
|  Image Removed | |
Required | Available | Ratio | Control |
|---|
9 mm | 12 mm | 0.750 | √ |
End Plate Stiffener Local Buckling
...
hs
...
144 mm
...
AISC 358-16 (6.8-10)
...
ts
...
12 mm
...
...
E
...
200000000 kN/m2
...
...
Fys
...
275000 kN/m2
...
...
...
...
...
...
Required
...
Available
...
Ratio
...
Control
...
12
...
15.102
...
0.795
...
√
Stiffener to Beam Flange Weld Size
...
Fys
...
275000 kN/m2
...
AISC DG 4-2 nd
3.2.10
...
ts
...
12 mm
...
...
Fe
...
490000 kN/m2
...
...
w
...
...
Required
...
Available
...
Ratio
...
Control
...
6.35
...
7.072
...
0.898
...
√
Stiffener to End Plate Weld Size
...
Fys | 275000 kN/m2 | AISC DG 4-2 nd
3.2.10s | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize s = \dfrac%7B1%7D%7B2%7D \sqrt%7B b_p g%7D = \dfrac%7B1%7D%7B2%7D \sqrt%7B 298 \times 154%7D = 107.112 $$ |
|---|
|
| |
Yp | | Mathinline |
|---|
| body | --uriencoded--$$ \small Y_p = \dfrac%7Bb_p%7D%7B2%7D \left [ h_1 \left ( \dfrac%7B1%7D%7Bp_%7Bfi%7D%7D + \dfrac%7B1%7D%7Bs%7D \right ) + h_0 \left ( \dfrac%7B1%7D%7Bp_%7Bfo%7D%7D + \dfrac%7B1%7D%7B2s%7D \right ) \right ] + \dfrac%7B2%7D%7Bg%7D \left [ h_1 \left ( p_%7Bfi%7D +s \right ) + h_o \left ( d_%7Be%7D + p_%7Bfo%7D \right ) \right ] $$ |
|---|
|
| |
Yp | | Mathinline |
|---|
| body | --uriencoded--$$ \tiny Y_p = \dfrac%7B298%7D%7B2%7D \left [ 355.5 \left ( \dfrac%7B1%7D%7B72%7D + \dfrac%7B1%7D%7B107.112%7D \right ) + 514.5 \left ( \dfrac%7B1%7D%7B72%7D + \dfrac%7B1%7D%7B2 \times 107.112 %7D \right ) \right ] + \dfrac%7B2%7D%7B154%7D \left [ 355.5 \left ( 72 + 107.112 \right ) + 514.5 \left ( 72 + 72 \right ) \right ] =4441.914 $$ |
|---|
|
| |
tp | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize t_p \geq \sqrt%7B \dfrac %7B 1.11 M_%7Buc%7D%7D %7B\varphi F_%7Byc%7DY_p%7D %7D = \sqrt%7B \dfrac %7B 1.11 \times 821.813%7D %7B 1 \times 275 \times 10%5e%7B-3%7D \times 4441.914%7D %7D = 27.327 $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
27.327 mm | 30 mm | 0.911 | √ |
End Plate Stiffener Thickness
The required stiffener thickness, tb, for four bolts stiffened end plate connection is checked according to AISC 358-16 §6.8
tbw | 9 mm | AISC 358-16 (6.8-9) |
Fyb | 275000 kN/m2 | |
Fys | 275000 kN/m2 | |
ts | 12 mm | |
Fe | 490000 kN/m2 | |
w |  Image Removed | |
Required | Available | Ratio | Control |
|---|
6.35 | 7.072 | 0.898 | √ |
Bolt Shear Check
...
| | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize t_s \geq t_%7Bbw%7D \dfrac %7B F_%7Byb%7D%7D %7BF_%7Bys%7D%7D $$ |
|---|
|
| |
| | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize 12 \geq 9 \times \dfrac %7B 275000%7D %7B275000%7D =9 $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
9 mm | 12 mm | 0.750 | √ |
End Plate Stiffener Local Buckling
Stiffener local buckling limit statefor four bolts stiffened end plate connection is checked according to AISC 360358-16 §6.8
Ab | 
Image Removed.11Fn |  Image Removed | Rn |  Image Removed | ΦRn |  Image Removed | Required | Available | Ratio | Control |
|---|
271.371 kN | 1648.959 kN | 0.165 | √ |
Bolt Bearing on End Plate
Bearing strength limit states of the connection plate that are “shear tear out” and “ovalization of bolt hole” for both end and inner bolts are checked according to AISC 360-16.
...
dh
...
36+3=39 mm
...
...
Lc,edge
...
...
Rn
...
AISC 358-16 6.8-12
...
Rn-edge
...
...
Lc,spacing
...
...
Rn-spacing
...
...
Rn
...
...
ΦRn
...
...
Required
...
Available
...
Ratio
...
Control
...
271.371 kN
...
3307.716 kN
...
0.082
...
√
Bolt Bearing on Column Flange
Bearing strength limit states of the connection plate that are “shear tear out” and “ovalization of bolt hole” for both end and inner bolts are checked according to AISC 360-16.
...
db
...
36 mm
...
...
Rn
...
AISC 358-16 6.8-12
...
Rn-edge
...
...
Lc,spacing
...
...
Rn-spacing
...
...
Rn
...
...
ΦRn
...
...
Required
...
Available
...
Ratio
...
Control
...
271.371 kN
...
3953.318 kN
...
0.069
...
√
Beam Web to End Plate Weld Size
...
Fyp
...
275000 kN/m2
...
AISC 358-16
(6.7.6) 3
...
tbw
...
9 mm
...
...
F e
...
490000 kN/m2
...
...
w
...
...
Required
...
Available
...
Ratio
...
Control
...
4.763 mm
...
7.072 mm
...
0.673
...
√
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 | 821.813 kNm | AISC 358-16 (6.8-13) |
Fyp | 275000 kN/m2 | |
s |  Image Removed | |
c |  Image Removed | |
Yc |  Image Removed | |
Yc |  Image Removed | |
tcf |  Image Removed | -10) |
ts | 12 mm | |
E | 200000000 kN/m2 | |
Fys | 275000 kN/m2 | |
| | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize \dfrac %7B h_%7Bs%7D%7D %7Bt_%7Bs%7D%7D \leq 0.56 \sqrt %7B \dfrac %7BE%7D%7BF_%7Bys%7D%7D %7D $$ |
|---|
|
| |
| | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize \dfrac %7B 144%7D %7B12%7D = 12 \leq 0.56 \sqrt %7B \dfrac %7B20000000%7D%7B275000%7D %7D =15.102 $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
12 | 15.102 | 0.795 | √ |
Stiffener to Beam Flange Weld Size
The required end weld sizefor four bolts stiffened end plate connection is checked.
Fys | 275000 kN/m2 | AISC DG 4-2 nd 3.2.10 |
ts | 12 mm | |
Fe | 490000 kN/m2 | |
w | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize w \geq \dfrac %7B \varphi_v 0.6 F_%7Bys%7D t_%7Bs%7D%7D %7B2 \varphi 0.6 F_e 0.707%7D%7D $$ |
|---|
|
| Mathinline |
|---|
| body | --uriencoded--$$ \normalsize = \dfrac %7B 1 \times 0.6 \times 275 \times 10%5e%7B-3%7D \times 12%7D %7B2 \times 0.75 \times 0.6 \times 490 \times 10%5e%7B-3%7D \times 0.707%7D%7D = 6.35 \; \; \mathrm%7Bmm%7D $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
6.35 | 7.072 | 0.898 | √ |
Stiffener to End Plate Weld Size
The required end weld sizefor four bolts stiffened end plate connection is checked.
Fys | 275000 kN/m2 | AISC DG 4-2 nd 3.2.10 |
ts | 12 mm | |
Fe | 490000 kN/m2 | |
w | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize w \geq \dfrac %7B \varphi_t F_%7Bys%7D t_%7Bs%7D%7D %7B2 \times \varphi \times 0.6 F_e \times 1.5 \times 0.707%7D%7D $$ |
|---|
|
| Mathinline |
|---|
| body | --uriencoded--$$ \normalsize = \dfrac %7B 0.9 \times 275 \times 10%5e%7B-3%7D \times 12%7D %7B2 \times 0.75 \times 0.6 \times 490 \times 10%5e%7B-3%7D \times 1.5 \times 0.707%7D%7D = 6.35 \; \; \mathrm%7Bmm%7D $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
6.35 | 7.072 | 0.898 | √ |
Bolt Shear Check
The shear limit state of end plate bolts is checked according to AISC 360-16.
Ab | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize A_%7Bb%7D = \dfrac %7B \pi d%5e2%7D%7B4%7D = \dfrac %7B \pi 36%5e2%7D%7B4%7D =1017.876 $$ |
|---|
|
| AISC 358-16 6.8.11 |
Fn | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize F_n = 0.450F_%7Bub%7D = 0.450 \times 1000 = 450 $$ |
|---|
|
| |
Rn | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize R_n = F_%7Bn%7DA_b = 4 \times 450 \times 1017.876 \times 10%5e%7B-3%7D = 1832.177 \; \; \mathrm%7BkN%7D $$ |
|---|
|
| |
ΦRn | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize \varphi R_n = 0.9 \times 1832.177 = 1648.959 \; \; \mathrm%7BkN%7D $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
271.371 kN | 1648.959 kN | 0.165 | √ |
Bolt Bearing on End Plate
Bearing strength limit states of the connection plate that are “shear tear out” and “ovalization of bolt hole” for both end and inner bolts are checked according to AISC 360-16.
dh | 36+3=39 mm | |
Lc,edge | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize L_%7Bc,edge%7D = L_e - 0.5d_h = 72 - 0.5 \times 39 = 52.5 $$ |
|---|
|
| |
Rn | | Mathinline |
|---|
| body | --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 1.2L_c \times t \times F_u \\2.4d \times t \times F_u \end%7Bmatrix%7D\right] \end%7Baligned%7D |
|---|
|
| AISC 358-16 6.8-12 |
Rn-edge | | Mathinline |
|---|
| body | --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 1.2(52.5)(30)(410000 \times 10%5e%7B-3%7D) \\2.4(36)(30)(410000 \times 10%5e%7B-3%7D) \end%7Bmatrix%7D\right] \end%7Baligned%7D =774.9 \; \; \mathrm%7BkN%7D |
|---|
|
| |
Lc,spacing | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize L_%7Bc,spacing%7D = 72 + 72 + 15 - 39 = 120 $$ |
|---|
|
| |
Rn-spacing | | Mathinline |
|---|
| body | --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 1.2(120)(30)(410000 \times 10%5e%7B-3%7D) \\2.4(36)(30)(410000 \times 10%5e%7B-3%7D) \end%7Bmatrix%7D\right] \end%7Baligned%7D =1062.72 |
|---|
|
| |
Rn | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize R_n = n_e R_%7Bn-edge%7D + n_s R_%7Bn-spacing%7D $$ |
|---|
|
| Mathinline |
|---|
| body | --uriencoded--$$ \normalsize R_n = 2 \times 774.9 + 2 \times 1062.72 = 3675.24 \; \; \mathrm%7BkN%7D $$ |
|---|
|
| |
ΦRn | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize \varphi R_n = 0.9 \times 3675.24 = 3307.716 \; \; \mathrm%7BkN%7D $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
271.371 kN | 3307.716 kN | 0.082 | √ |
Bolt Bearing on Column Flange
Bearing strength limit states of the connection plate that are “shear tear out” and “ovalization of bolt hole” for both end and inner bolts are checked according to AISC 360-16.
db | 36 mm | |
Rn | | Mathinline |
|---|
| body | --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 1.2L_c \times t \times F_u \\2.4d \times t \times F_u \end%7Bmatrix%7D\right] \end%7Baligned%7D |
|---|
|
| AISC 358-16 6.8-12 |
Rn-edge | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize R_n = [ 2.4 (36) (31) (410000 \times 10%5e%7B-3%7D ) ] = 1098.144 $$ |
|---|
|
| |
Lc,spacing | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize L_%7Bc,spacing%7D = 72+ 72 +15 - 39 = 120 $$ |
|---|
|
| |
Rn-spacing | | Mathinline |
|---|
| body | --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 1.2(120)(31)(410000 \times 10%5e%7B-3%7D) \\2.4(36)(31)(410000 \times 10%5e%7B-3%7D) \end%7Bmatrix%7D\right] \end%7Baligned%7D = 1098.144 |
|---|
|
| |
Rn | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize R_n = n_e R_%7Bn-edge%7D + n_s R_%7Bn-spacing%7D $$ |
|---|
|
| Mathinline |
|---|
| body | --uriencoded--$$ \normalsize R_n = 2 \times 1098.144 + 2 \times 1098.144 = 4392.576 \; \; \mathrm%7BkN%7D $$ |
|---|
|
| |
ΦRn | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize \varphi R_n = 0.9 \times 4392.576 = 3953.318 \; \; \mathrm%7BkN%7D $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
271.371 kN | 3953.318 kN | 0.069 | √ |
Beam Web to End Plate Weld Size
The required end weld sizefor four bolts stiffened end plate connection is checked according to AISC 358-16 §6.7
Fyp | 275000 kN/m2 | AISC 358-16 (6.7.6) 3 |
tbw | 9 mm | |
F e | 490000 kN/m2 | |
w | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize w \geq \dfrac %7B \varphi_t F_%7Byb%7D t_%7Bbw%7D%7D %7B2 \times \varphi \times 0.6 F_e \times 1.5 \times 0.707%7D%7D $$ |
|---|
|
| Mathinline |
|---|
| body | --uriencoded--$$ \normalsize = \dfrac %7B 0.9 \times 275 \times 10%5e%7B-3%7D \times 9%7D %7B2 \times 0.75 \times 0.6 \times 490 \times 10%5e%7B-3%7D \times 1.5 \times 0.707%7D%7D = 4.763 \; \; \mathrm%7Bmm%7D $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
4.763 mm | 7.072 mm | 0.673 | √ |
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 | 821.813 kNm | AISC 358-16 (6.8-13) |
Fyp | 275000 kN/m2 | |
s | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize s = \dfrac%7B1%7D%7B2%7D \sqrt%7B b_f g%7D = \dfrac%7B1%7D%7B2%7D \sqrt%7B 300 \times 154%7D = 107.471 $$ |
|---|
|
| |
c | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize c = p_%7Bfo%7D + t_%7Bfo%7D + p_%7Bfi%7D = 72 + 16 + 72 = 160 $$ |
|---|
|
| |
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--$$ \tiny Y_c = \dfrac%7B300%7D%7B2%7D \left [ 355.5 \left ( \dfrac%7B1%7D%7B107.471%7D \right ) + 514.5 \left ( \dfrac%7B1%7D%7B107.471%7D \right ) \right ] + \dfrac%7B2%7D%7B154%7D \left [ 355.5 \left ( 107.471 + \dfrac%7B3 \times 160 %7D%7B4%7D \right ) + 514.5 \left ( 107.471 + \dfrac%7B160%7D%7B4%7D \right ) + \dfrac%7B160%5e2%7D%7B2%7D \right ] + \dfrac%7B154%7D%7B2%7D $$ |
|---|
|
| Mathinline |
|---|
| body | $$ \normalsize Y_c = 5054.57 $$ |
|---|
|
| |
tcf | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize t_%7Bcf%7D \geq \sqrt%7B \dfrac %7B 1.11 M_%7Buc%7D%7D %7B\varphi F_%7Byc%7DY_c%7D %7D = \sqrt%7B \dfrac %7B 1.11 \times 821.813%7D %7B 1 \times 275 \times 10%5e%7B-3%7D \times 5054.57%7D %7D = 25.618 $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
25.618 mm | 31 mm | 0.826 | √ |
...
Pr | 355.597 kN | AISC 360-16 J10-9 | Py |  Image Removed |
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 | |
Ag | 28634.759 mm2 | |
dc | 650 mm | |
tw | 16 mm | |
Rn |  Image Removed | |
ΦRn |  Image Removed | |
|
Ag | 28634.759 mm2 | |
dc | 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 |
|---|
1673.526 kN | 1716 kN | 0.975 | √ |
...
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--$$ \normalsize t_%7Bmin%7D = 16 \geq 2016/180 = 11.2 \; \; \mathrm%7Bmm%7D $$ |
|---|
|
| |
t min = tw | 16 mm | |
tw | 16 mm | |
u | 2016 mm | |
...