...
Ag | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize A_%7Bg%7D = 15 ( 4 \times 72 + 2 \times 75 ) =6570 \; \; \mathrm%7Bmm%5e2%7D $$ |
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|
| |
Anv | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize A_%7Bnv%7D = 6570 - 2 ( 2.5 \times 29 \times 15 ) =4395 $$ |
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|
| |
Ant | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize A_%7Bnt%7D = 15 \times 2( 35 - 0.5 \times 29 ) =615 $$ |
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|
| |
Fy | 235 N/mm2 | |
Fu | 360 N/mm2 | |
Ubs | 1.0 | |
 Image Removed | | |
Rn |  Image Removed | AISC 360-16 J4-5 |
ΦRn |  Image Removed | |
Required | Available | Ratio | Control |
|---|
301.881 kN | 860.828 kN | 0.351 | √ |
Beam Flange Block Shear
The block shear limit state is checked according to AISC 360-16. All block shear modes combined with tensile failure on one plane and shear failure on a perpendicular plane are checked according to AISC 360-16.
Ag |  Image Removed | |
Anv |  Image Removed | |
Ant |  Image Removed | |
Fy | 235 N/mm2 | |
Fu | 360 N/mm2 | |
Ubs | 1.0 | |
|  Image Removed | |
Rn |  Image Removed | AISC 360-16 J4-5 |
ΦRn |  Image Removed | |
Required | Available| body | --uriencoded--$$ \normalsize U_%7Bbs%7D F_u A_%7Bnt%7D = 1 \times 360 \times 10%5e%7B-3%7D \times 615 = 221.4 $$ |
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|
| Mathinline |
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| body | --uriencoded--$$ \normalsize 0.6 F_%7Bu%7D A_%7Bnv%7D = 0.6 \times 360 \times 10%5e%7B-3%7D \times 4470 = 965.52 $$ |
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|
| Mathinline |
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| body | --uriencoded--$$ \normalsize 0.6 F_%7By%7D A_%7Bg%7D = 0.6 \times 235 \times 10%5e%7B-3%7D \times 6570 = 926.37 $$ |
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| |
Rn | | Mathinline |
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| body | --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 0.6F_uA_%7Bnv%7D \\0.6F_yA_%7Bg%7D \end%7Bmatrix%7D\right] \end%7Baligned%7D + U_%7Bbs%7DF_uA_%7Bnt%7D =926.37+221.4=1147.77 |
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|
| AISC 360-16 J4-5 |
ΦRn | | Mathinline |
|---|
| body | $$ \normalsize \varphi R_n = 0.75 \times 1147.77 = 860.8275 $$ |
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|
| |
Required | Available | Ratio | Control |
|---|
301.881 kN |
837867 360Beam Flange
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Block Shear
The yield block shear limit state of the connection plate subjected to compression is checked according to AISC 360-16.
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K
...
0.65
...
...
L
...
150 mm
...
...
r
...
4.33 mm
...
...
KL / r
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22.52
...
...
Fy
...
235 N/mm2
...
...
Ag
...
...
Rn
...
AISC 360-16 J4-6
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ΦRn
...
...
Required
...
Available
...
Ratio
...
Control
...
418.114 kN
...
571.05 kN
...
0.732
...
√
Bolt Shear at Web
The shear limit state of end plate bolts is checked according to AISC 360-16.
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Ab
...
Fn
...
Rn
...
AISC 360-16 J3-1
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ΦRn
...
Required
...
Available
...
Ratio
...
Control
...
0.031 kN
...
244.29 kN
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0.00013
...
√
Bolt Bearing on Web 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.
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dh
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24+3=27 mm
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...
Lc,edge
...
...
Rn
...
AISC 360-16 J3-6a
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Rn-edge
...
...
Rn
...
...
ΦRn
...
All block shear modes combined with tensile failure on one plane and shear failure on a perpendicular plane are checked according to AISC 360-16.
Ag | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize A_%7Bg%7D = 14.6 \times ( 588 - 2 \times 75 ) =6394.8 $$ |
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| |
Anv | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize A_%7Bnv%7D = 6570 - 2 \times ( 2.5 \times 29 \times 15 ) =4395 $$ |
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|
| |
Ant | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize A_%7Bnt%7D = 14.6 \times 2( 35 - 0.5 \times 29 ) =598.6 $$ |
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|
| |
Fy | 235 N/mm2 | |
Fu | 360 N/mm2 | |
Ubs | 1.0 | |
| | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize U_%7Bbs%7D F_u A_%7Bnt%7D = 1 \times 360 \times 10%5e%7B-3%7D \times 598.6 = 215.496 $$ |
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|
| Mathinline |
|---|
| body | --uriencoded--$$ \normalsize 0.6 F_%7Bu%7D A_%7Bnv%7D = 0.6 \times 360 \times 10%5e%7B-3%7D \times 4277.8 = 924 $$ |
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|
| Mathinline |
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| body | --uriencoded--$$ \normalsize 0.6 F_%7By%7D A_%7Bg%7D = 0.6 \times 235 \times 10%5e%7B-3%7D \times 6394.8 = 901.66 $$ |
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Rn | | Mathinline |
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| body | --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 0.6F_uA_%7Bnv%7D \\0.6F_yA_%7Bg%7D \end%7Bmatrix%7D\right] \end%7Baligned%7D + U_%7Bbs%7DF_uA_%7Bnt%7D |
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|
| Mathinline |
|---|
| body | $$ R_n =901.66 + 215.496 = 1117.156 $$ |
|---|
|
| AISC 360-16 J4-5 |
ΦRn | | Mathinline |
|---|
| body | $$ \normalsize \varphi R_n = 0.75 \times 1117.77 = 837.867 $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
301.881 kN | 837.867 kN | 0.360 | √ |
Flange Plate Compression Yield
The yield limit state of the connection plate subjected to compression is checked according to AISC 360-16.
K | 0.65 | |
L | 150 mm | |
r | 4.33 mm | |
KL / r | 22.52 | |
Fy | 235 N/mm2 | |
Ag | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize A_%7Bg%7D = h_p \times t_ p = 180 \times 15 =2700 $$ |
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|
| |
Rn | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize R_n = F_%7By%7DA_%7Bg%7D (KL/r) = 235 \times 10%5e%7B-3%7D \times 2700 = 634.5 $$ |
|---|
|
| AISC 360-16 J4-6 |
ΦRn | | Mathinline |
|---|
| body | $$ \normalsize \varphi R_n = 0.9 \times 634.5 = 571.05 $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
418.114 kN | 571.05 kN | 0.732 | √ |
Bolt Shear at Web
The shear limit state of end plate bolts is checked according to AISC 360-16.
Ab | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize A_b = \dfrac%7B \pi d%5e2%7D %7B4%7D = \dfrac%7B \pi 24%5e2%7D %7B4%7D = 452.389 $$ |
|---|
|
| |
Fn | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize F_n = 0.450 F_%7Bub%7D = 0.450 \times 800 = 360 $$ |
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|
| |
Rn | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize R_n = F_n A_b = 2 \times 360 \times 452.389 \times 10%5e%7B-3%7D = 325.72 $$ |
|---|
|
| AISC 360-16 J3-1 |
ΦRn | | Mathinline |
|---|
| body | $$ \normalsize \varphi R_n = 0.75 \times 325.72 = 244.29 $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
0.031 kN | 244.29 kN | 0.00013 | √ |
Bolt Bearing on Web 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 | 24+3=27 mm | |
Lc,edge | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize L_%7Bc,edge%7D = L_e - 0.5d_h = 49.5 - 0.5 \times 27 =36 $$ |
|---|
|
| |
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 360-16 J3-6a |
Rn-edge | | Mathinline |
|---|
| body | --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 1.2(36)(10)(360 \times 10%5e%7B-3%7D) \\2.4(24)(10)(360 \times 10%5e%7B-3%7D) \end%7Bmatrix%7D\right] \end%7Baligned%7D =155.52 |
|---|
|
| |
Rn | | Mathinline |
|---|
| body | --uriencoded--$$ \normalsize R_%7Bn%7D = n_eR_%7Bn,edge%7D =2 \times 155.52 =311.04 $$ |
|---|
|
| |
ΦRn | | Mathinline |
|---|
| body | $$ \normalsize \varphi R_n = 0.75 \times 311.04 = 233.28 $$ |
|---|
|
| |
Required | Available | Ratio | Control |
|---|
0.031 kN | 233.28 kN | 0.0001 | √ |
...