Page Comparison

Connection Geometry

...

Geometry Checks

Bolt Spacing

The distance between the centers of bolts is checked per AISC 360-16.

...

s_min ≥ 3d

...

AISC 360-16 J3.3

...

s

...

79.5 mm

...

d

...

20 mm

...

s =79.5 mm > s_min = 3*20=60 mm

...

√

Horizontal Edge Distance

The distance from the center of the hole to the edge of the connected part in the horizontal direction is checked per AISC 360-16.

...

L_eh ≥ L_e-min

...

AISC 360-16 J3.4

...

L_eh

...

40 mm

...

L_eh ≥ 2d = 2 * 20 = 40 mm conformity check for application

...

√

...

L_e-min

...

26 mm

...

Minimum distance check according to AISC 360-16 Table J3.4

...

√

...

How does ideCAD design single plate connection according to AISC 360-16?

Tip
Single plate connection limit states checks and geometry checks are done automatically according to AISC 360-16?

Tip
The block shear limit state is checked automatically according to AISC 360-16.

Symbols

...

How does ideCAD design single plate connection according to AISC 360-16?

...

Tip
Single plate connection limit states and geometry checks are done automatically according to AISC 360-16.

Tip
The block shear limit state is checked automatically according to AISC 360-16.

Tip
Limit states of single plate flexural yield, plate flexural bucking, and weld strength are checked automatically.

...

Symbols

A_b: Non-threaded bolt web characteristic cross-sectional area
A_g: Gross area
A_n: Net cross-section area
A_e: Effective net cross-sectional area
A_vg: Gross area under shear stress
A_nv: Net area under shear stress
A_nt: Net area under tensile stress
A_w: Cross-section web area
C_v: Coefficient of reduction for shear buckling
d: Characteristic diameter of the stem of the bolt (the diameter of the non-threaded stem of the bolt)
d_h: Bolt hole diameter
F_y: Structural steel characteristic yield strength
F_u: Structural steel characteristic tensile strength
F_yb: Bolt characteristic yield strength
F_ub: Bolt characteristic tensile strength
n_sp: Number of slip planes
s: Distance between bolt-holecenters
L: Connector distance
L_c: The clear distance between bolt holes
L_e: The distance from the center of the bolt hole to the edge of the assembled element
L_eh: The horizontal distance from the center of the bolt hole to the edge of the assembled element
L_ev: The vertical distance from the center of the bolt hole to the edge of the assembled element
t: Plate thickness
R_n: Characteristic strength
R_nt: Characteristic tensile strength
R_nv: Characteristic shear strength
U_bs: A coefficient considering the spread of tensile stresses

...

Connection Geometry

...

Geometry Checks

Bolt Spacing

The distance between the centers of bolts is checked per AISC 360-16.

s_min ≥ 3d	AISC 360-16 J3.3
s	79.5 mm
d	20 mm	s =79.5 mm > s_min = 3*20=60 mm	√

Horizontal Edge Distance

The distance from the center of the hole to the edge of the connected part in the vertical horizontal direction is checked per AISC 360-16.

L

_ev
_eh ≥ L_e-min
AISC 360-16 J3.4

L
_ev
_eh
40 mm
L_eh ≥ 2d = 2 * 20 = 40 mm conformity check for application
√
L_e-min
26 mm
Minimum distance check according to AISC 360-16 Table J3.4
√

...

Vertical Edge Distance

The minimum size of fillet welds is checked according to distance from the center of the hole to the edge of the connected part in the vertical direction is checked per AISC 360-16 Table J2.4

w ≥ w_min
L_ev ≥ L_e-min
AISC 360-16
Table J2
J3.4

w
12.73 mm

√
w_min
5 mm
AISC 360-16 Table J2.4
√

Erection Stability

L≥ h_b/2
L_ev
40 mm
L_eh ≥ 2d = 2 * 20 = 40 mm conformity check for application
√
L_e-min
26 mm
Minimum distance check according to AISC 360-16 Table J3.4
√

Weld Size

The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4

w ≥ w_min

AISC 360-16 Table J2.4

L
w
239
12.73 mm

√
h_b
248.6 mm
L
w_min
5 mm
AISC 360-16 Table J2.4
√

Erection Stability

L_{≥ h_b/2}
L	239 mm
h_b	248.6 mm	L=239 > 248.6/2=124.3 mm	√

Strength Checks

Bolt Shear at Beam

The calculation is made using the Elastic method, one of the methods selected in the steel analysis settings tab. For the details of this check, AISC Manual 14th 7-8 is used as a reference.
In this check, the operation is performed on half of the symmetry axis , and it is calculated to form a force pair with the required force.

...

Required	Available	Check	Result
34,318 kN	56,549 kN	0.607	√

Bolt Bearing on Beam

Bearing The bearing strength limit states of the plate that , which are “shear tear out” and “ovalization of bolt hole” for both end and inner bolts, are checked according to AISC 360-16.

d_h

20+2=22 mm

L_c,edge

Mathinline

body	--uriencoded--\normalsize L_%7Bc,edge%7D = L_e - 0.5d_h

Mathinline

body	--uriencoded--\normalsize L_%7Bc,edge%7D = \Big[ \Big( \dfrac%7B378.6-239%7D%7B2%7D \Big)+40-0.5 \times 22 \Big] = 98.8 \; \; \mathrm%7Bmm%7D

R_n

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-

end%7Baligned%7D

AISC 360-16 J3-6a

R_n-edge

Mathinline

body	--uriencoded--\begin%7Baligned%7D\normalsize R_%7Bn%7D=\mathrm%7Bmin%7D\left[\begin%7Bmatrix%7D 1.2 ( 98.9) ( 7.1 )(362.846 \times 10%5e%7B-3%7D) \\ 2.4 ( 20) ( 7.1 )(362.846 \times 10%5e%7B-3%7D) \end%7Bmatrix%7D\right]\end%7Baligned%7D = 123.658 \; \mathrm%7BkN%7D

L_c,spacing

Mathinline

body	--uriencoded--\normalsize L_%7Bc,spacing%7D = s - d_h = 79.5-22=57.5 \; \mathrm%7Bmm%7D

R_n-spacing

Mathinline

body	--uriencoded--\begin%7Baligned%7D\normalsize R_%7Bn%7D=\mathrm%7Bmin%7D\left[\begin%7Bmatrix%7D 1.2 ( 57.5) ( 7.1 )(362.846 \times 10%5e%7B-3%7D) \\ 2.4 ( 20) ( 7.1 )(362.846 \times 10%5e%7B-3%7D) \end%7Bmatrix%7D\right]\end%7Baligned%7D = 123.658 \; \mathrm%7BkN%7D

R_n

Mathinline

body	--uriencoded--\normalsize R_%7Bn%7D = n_e R_%7Bn,edge%7D + n_s R_%7Bn,spacing%7D

Mathinline

body	--uriencoded--\normalsize R_%7Bn%7D = 1 \times 123.658 + 2 \times 123.658 = 370.974 \; \mathrm%7BkN%7D

R_n / Ω

Mathinline

body	--uriencoded--\normalsize R_n/ \Omega = 370.974 /2 = 185.487 \; \; \mathrm%7BkN%7D

Required	Available	Check	Result
68,159 kN	185,487 kN	0.367	√

Bolt Bearing on 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.

d_h

20+2=22 mm

L_c,edge

Mathinline

body	--uriencoded--

\begin%7Baligned%7D
\normalsize
R
L_
%7Bn%7D=\mathrm%7Bmin%7D\left[\begin%7Bmatrix%7D 1.2 ( 98.9) ( 7.1 )(362.846 \times 10%5e%7B-3%7D) \\ 2.4 ( 20) ( 7.1 )(362.846 \times 10%5e%7B-3%7D) \end%7Bmatrix%7D\right]\end%7Baligned%7D = 123.658 \; \mathrm%7BkN%7D

L_c,spacing
%7Bc,edge%7D = L_e - 0.5d_h
Mathinline
body --uriencoded--\normalsize L_%7Bc,edge%7D = 40 -0.5 \times 22 = 29 \; \; \mathrm%7Bmm%7D

R_n
Mathinline
body --uriencoded--\begin%7Baligned%7D \normalsize
L
R_
%7Bc,spacing%7D = s - d_h = 79.5-22=57.5 \; \mathrm%7Bmm%7D

R_n-spacing
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
R_n-edge
Mathinline
body --uriencoded--\begin%7Baligned%7D\normalsize R_%7Bn%7D=\mathrm%7Bmin%7D\left[\begin%7Bmatrix%7D 1.2 (
57.5
29) (
7.1
12 )(362.846 \times 10%5e%7B-3%7D) \\ 2.4 ( 20) (
7.1
12 )(362.846 \times 10%5e%7B-3%7D) \end%7Bmatrix%7D\right]\end%7Baligned%7D =
123
151.
658
525 \; \mathrm%7BkN%7D

R_n
L_c,spacing
Mathinline
body --uriencoded--\normalsize
R
L_
%7Bn%7D = n_e \times R_%7Bn,edge%7D + n_s \times R_%7Bn,spacing%7D
%7Bc,spacing%7D = s - d_h = 79.5-22=57.5 \; \mathrm%7Bmm%7D

R_n-spacing
Mathinline
body --uriencoded--\begin%7Baligned%7D\normalsize R_%7Bn%7D=\mathrm%7Bmin%7D\left[\begin%7Bmatrix%7D 1
\times 123.658 + 2 \times 123.658 = 370.974
.2 ( 57.5) ( 12 )(362.846 \times 10%5e%7B-3%7D) \\ 2.4 ( 20) (12 )(362.846 \times 10%5e%7B-3%7D) \end%7Bmatrix%7D\right]\end%7Baligned%7D = 208.99 \; \mathrm%7BkN%7D

R_n
/ Ω
Mathinline
body --uriencoded--\normalsize R_%7Bn%7D = n
/ \Omega = 370.974 /2 = 185.487 \; \; \mathrm%7BkN%7D

Required
Available
Check
Result
68,159 kN
185,487 kN
0.367
√

Bolt Bearing on 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.

d_h

20+2=22 mm

L_c,edge

_e \times R_%7Bn,edge%7D + n_s \times R_%7Bn,spacing%7D

Mathinline

body	--uriencoded--\normalsize R_%7Bn%7D = 1 \times 151.525 + 2 \times 208.99 = 569.505 \; \mathrm%7BkN%7D

R_n/Ω

Mathinline

body	--uriencoded--\normalsize

L_%7Bc,edge%7D = L_e - 0.5d_h

Mathinline

body	--uriencoded--\normalsize L_%7Bc,edge%7D = 40 -0.5 \times 22 = 29 \; \; \mathrm%7Bmm%7D

R_n

R_n/ \Omega = 569.505 /2 =284.75 \; \; \mathrm%7BkN%7D

Required	Available	Check	Result
68,159 kN	284,75 kN	0.239	√

Plate Shear Yield

The shear strength of connecting elements in shear is the minimum value obtained according to the limit states of shear yielding and shear rupture. Shear yielding is checked according to AISC 360-16.

A_g

Mathinline

body	--uriencoded--

\begin%7Baligned%7D
\normalsize
R
A_
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
R_n-edge
%7Bg%7D = L_pt_p = 239 \times 12 = 2868 \; \; \mathrm%7Bmm%5e2%7D

F_y
235.359 N/mm²

R_n
Mathinline
body --uriencoded--\
begin%7Baligned%7D\
normalsize R_
%7Bn%7D=\mathrm%7Bmin%7D\left[\begin%7Bmatrix%7D 1.2 ( 29) ( 12 )(362.846 \times 10%5e%7B-3%7D) \\ 2.4 ( 20) (12 )(362.846 \times 10%5e%7B-3%7D) \end%7Bmatrix%7D\right]\end%7Baligned%7D = 151.525 \; \mathrm%7BkN%7D

L_c,spacing
n = 0.6F_%7By%7D A_g
Mathinline
body --uriencoded--\normalsize R_n = 0.6 \times 235.359 \times2868 \times 10%5e%7B-3%7D = 405 \; \; \mathrm%7BkN%7D
AISC 360-16 J4-3
R_n/Ω
Mathinline
body --uriencoded--\normalsize
L_%7Bc,spacing%7D = s - d_h = 79.5-22=57.5 \; \mathrm%7Bmm%7D

R_n-spacing
R_n/ \Omega = 405 /1.5 =270 \; \; \mathrm%7BkN%7D

Required	Available	Check	Result
68,159 kN	270 kN	0.252	√

Beam Shear Rupture

The shear strength of connecting elements in shear is the minimum value obtained according to the limit states of shear yielding and shear rupture. Shear rupture is checked according to AISC 360-16.

A_nv

Mathinline

body	--uriencoded--

\begin%7Baligned%7D\normalsize R_%7Bn%7D=\mathrm%7Bmin%7D\left[\begin%7Bmatrix%7D 1.2 ( 57.5) ( 12 )(362.846 \times 10%5e%7B-3%7D) \\ 2.4 ( 20) (12 )(362.846 \times 10%5e%7B-3%7D) \end%7Bmatrix%7D\right]\end%7Baligned%7D = 208.99 \; \mathrm%7BkN%7D
\normalsize A_%7Bnv%7D = t_p(d_b-n_bd_e) = 7.1 \times (300-3 \times 24) = 1618.8 \; \; \mathrm%7Bmm%5e2%7D

F_u
362.846 N/mm²

R_n
Mathinline
body --uriencoded--\normalsize R_
%7Bn%7D
n =
n_e \times R_%7Bn,edge%7D + n_s \times R_%7Bn,spacing%7D
0.6F_%7Bu%7D A_%7Bnv%7D
Mathinline
body --uriencoded--\normalsize R_
%7Bn%7D
n =
1
0.6 \times
151
362.
525 + 2
846 \times
208.99 = 569.505
1618.8 \times 10%5e%7B-3%7D = 352.425 \; \; \mathrm%7BkN%7D

AISC 360-16 J4-3
R_n / Ω
Mathinline
body --uriencoded--\normalsize R_n/ \Omega =
569
352.
505
425 /2 =
284
176.
75
213 \; \; \mathrm%7BkN%7D

Required	Available	Check	Result
68,159 kN

284,75
176.213 kN
0.
239
387
√

Plate Shear

...

Rupture

In the case of the block shear limit state, the gross net area yielding rupture of the tensile plane of the connection part is checked according to AISC 360-16.

A

_g
_nv
Mathinline
body --uriencoded--\normalsize A_
%7Bg%7D = L_pt_p = 239 \times 12 = 2868
%7Bnv%7D = t_p(d_b-n_bd_e) = 12 \times (239-3 \times 24) = 2004 \; \; \mathrm%7Bmm%5e2%7D

F
_y
_u
235
362.
359
846 N/mm²

R_n
Mathinline
body --uriencoded--\normalsize R_n = 0.6F_
%7By%7D
%7Bu%7D A_
g
%7Bnv%7D
Mathinline
body --uriencoded--\normalsize R_n = 0.6 \times
235
362.
359
846 \
times2868
times 2004 \times 10%5e%7B-3%7D =
405
436.286 \; \; \mathrm%7BkN%7D
AISC 360-16 J4-3
R_n / Ω
Mathinline
body --uriencoded--\normalsize R_n/ \Omega =
405 /1.5 =270
436.286 /2 =218.143\; \; \mathrm%7BkN%7D

Required	Available	Check	Result
68,159 kN

270
218.143 kN
0.
252
312
√

...

Plate Block Shear Rupture

In the case of the The block shear limit state , the net area rupture of the tensile plane of the connection part is 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.-16.

A_g

Mathinline

body	--uriencoded--\normalsize A_%7Bg%7D = (2 \times 79.5 +40) \times 12 = 2388 \; \; \mathrm%7Bmm%5e2%7D

A_nv

Mathinline

body	--uriencoded--\normalsize A_%7Bnv%7D =

t_p(d_b-n_bd_e) = 7.1 \times (300-3
((2 \times 79.5+40)-2.5 \times 24) \times 12 = 1668 \; \; \mathrm%7Bmm%5e2%7D

A_nt
Mathinline
body --uriencoded--\normalsize A_%7Bnt%7D = 12 \times(40-0.5 \times 24) =
1618.8
336 \; \; \mathrm%7Bmm%5e2%7D

F_y
235.359 N/mm²

F_u
362.846 N/mm²

U_bs
1.0

R_n

Mathinline
body --uriencoded--\normalsize
R_n = 0.6F_%7Bu%7D A_%7Bnv%7D Mathinlinebody--uriencoded--\normalsize R_n = 0.6
U_%7Bbs%7D F_u A_%7Bnt%7D = 1 \times 362.846 \times
1618.8
336 \times 10%5e%7B-3%7D =
352
121.
425
R_n / Ω
916 \; \; \mathrm%7BkN%7D
AISC 360-16 J4-3
Mathinline
body --uriencoded--\normalsize
R_n/ \Omega = 352.425 /2 =176.213 \; \; \mathrm%7BkN%7D

Required
Available
Check
Result
68,159 kN
176.213 kN
0.387
√

Plate Shear Rupture

In the case of the block shear limit state, the net area rupture of the tensile plane of the connection part is checked according to AISC 360-16.

A_nv

0.6 F_%7Bu%7D A_%7Bnv%7D = 0.6 \times 362.846 \times 1668 \times 10%5e%7B-3%7D = 363.136 \; \; \mathrm%7BkN%7D

Mathinline

body	--uriencoded--\normalsize 0.6 F_%7By%7D A_

%7Bnv%7D = t_p(d_b-n_bd_e) = 12 \times (239-3 \times 24) = 2004
%7Bg%7D = 0.6 \times 235.359 \times 2388 \times 10%5e%7B-3%7D = 337.222 \; \; \
mathrm%7Bmm%5e2%7D

F_u
362.846 N/mm²
mathrm%7BkN%7D

R_n
Mathinline
body --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 0.6F_
%7Bu%7D A_%7Bnv%7D
uA_%7Bnv%7D \\0.6F_yA_%7Bg%7D \end%7Bmatrix%7D\right] \end%7Baligned%7D + U_%7Bbs%7DF_uA_%7Bnt%7D
Mathinline
body --uriencoded--\normalsize R_
n
%7Bn%7D =
0.6 \times 362.846 \times 2004 \times 10%5e%7B-3%7D = 436.286
337.222+121.916=459.18 \; \; \mathrm%7BkN%7D
AISC 360-16 J4-3
R_n / Ω
Mathinline
body --uriencoded--\normalsize R_n/ \Omega =
436
459.
286
18 /2 =
218
229.
143
569\; \; \mathrm%7BkN%7D

Required	Available	Check	Result

68,159 kN

218.143 kN

0.312

√

Plate Block Shear Rupture

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.

A_g

Mathinline

body	--uriencoded--\normalsize A_%7Bg%7D = (2 \times 79.5 +40) \times 12 = 2388 \; \; \mathrm%7Bmm%5e2%7D

A_nv

Mathinline

body	--uriencoded--\normalsize A_%7Bnv%7D = ((2 \times 79.5+40)-2.5 \times 24) \times 12 = 1668 \; \; \mathrm%7Bmm%5e2%7D

A_nt
68,159 kN
229.569 kN
0.297
√

Plate Flexural Buckling

Single plate material slenderness check.

F_y

235.359 N/mm²

t

12 mm

Material thickness

a

60 mm

Distance from the support to the first bolt

L

239 mm

Length of material

λ

Mathinline

body	--uriencoded--\normalsize

A_%7Bnt%7D = 12 \times(40-0.5 \times 24) = 336 \; \; \mathrm%7Bmm%5e2%7D

\lambda = \dfrac%7B0.381L \sqrt%7BF_y%7D%7D %7Bt \sqrt%7B47500+2800 \big( \frac%7BL%7D%7Ba%7D \big)%5e2%7D %7D = \dfrac%7B0.381 \times239 \sqrt%7B235.36%7D%7D %7B12 \sqrt%7B47500+2800 \big( \frac%7B239%7D%7B60%7D \big)%5e2%7D %7D = 0.17

Required	Available	Check
≤0.70	0.17	√

Plate Flexural Yield

Single plate material flexural yielding check.

F_y

235.359 N/mm²

t

12 mm

a

60 mm

L

239 mm

λ

Image Removed
d_p
239 mm
Length of material
F_y
235.359 N/mm²

F_u
362.846 N/mm²

U_bs
1.0

Image Removed

R_n
Image Removed
AISC 360-16 J4-3
R_n / Ω
Image Removed

Required
Available
Check
Result
68,159 kN
229.569 kN
0.297
√

Plate Flexural Buckling

t_p

12 mm

Material thickness

a

60 mm

Distance from the support to the first bolt

R_n

Mathinline

body	--uriencoded--\normalsize R_n = \dfrac%7BF_yd_pt_p%7D %7Bt \sqrt%7B2.25+16\Big( \dfrac%7Ba%7D%7Bd_p%7D \Big)%5e2%7D %7D

Mathinline

body	--uriencoded--\normalsize R_n= \dfrac%7B235.359 \times239 \times 12 \times 10%5e%7B-3%7D%7D %7B\sqrt%7B2.25+16 \Big( \dfrac%7B60%7D%7B239%7D \Big)%5e2%7D %7D = 373.946\; \; \mathrm%7BkN%7D

R_n / Ω

Mathinline

body	--uriencoded--\normalsize R_n/ \Omega = 373.946 /1.67 =223.92\; \; \mathrm%7BkN%7D

Required	Available	Check

≤0.70
Result
68,159 kN
223.92 kN
0.
17
304
√

Plate Flexural Yield

...

d_p

...

239 mm

...

F_y

...

Weld Strength at Support

w	12.73 mm	Weld leg size
F_E	480 N/mm²

t_p

12 mm

a
Weld material tensile strength
l
239 mm
Weld length
e
60 mm

Eccentricity
R_n
Image Removed
w
12.73 mm

F_E
480 N/mm²

l
239 mm

e
60 mm

R_n
Image Removed

R_n / Ω
Image Removed
Mathinline

R_n / Ω
Image Removed

Required
Available
Check
Result
68,159 kN
223.92 kN
0.304
√

Weld Strength at Support

body	--uriencoded--\normalsize R_n = \dfrac%7B wlF_E %7D %7B\sqrt%7B2.25+12\Big( \dfrac%7Be%7D%7Bl%7D \Big)%5e2%7D %7D

Mathinline

body	--uriencoded--\normalsize R_n = \dfrac%7B 12.73 \times239 \times 480 \times 10%5e%7B-3%7D %7D %7B\sqrt%7B2.25+12\Big( \dfrac%7B60%7D%7B239%7D \Big)%5e2%7D %7D =842.272 \; \; \mathrm%7BkN%7D

R_n / Ω

Mathinline

body	--uriencoded--\normalsize R_n/ \Omega = 842.272 /2 =421.131 \; \; \mathrm%7BkN%7D

Required	Available	Check	Result
68,159 kN	421.131 kN	0.162	√

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Versions Compared

Old Version 31

New Version Current

Key

Connection Geometry

Geometry Checks

Bolt Spacing

Horizontal Edge Distance

Connection Geometry

Geometry Checks

Bolt Spacing

Horizontal Edge Distance

Vertical Edge Distance

Erection Stability

Weld Size

Erection Stability

Strength Checks

Bolt Shear at Beam

Bolt Bearing on Beam

Bolt Bearing on Plate

Bolt Bearing on Plate

Plate Shear Yield

Beam Shear Rupture

Plate Shear

Rupture

Plate Block Shear Rupture

Plate Shear Rupture

Plate Block Shear Rupture

Plate Flexural Buckling

Plate Flexural Yield

Plate Flexural Buckling

Plate Flexural Yield

Weld Strength at Support

Weld Strength at Support

_eh	40 mm	L_eh ≥ 2d = 2 * 20 = 40 mm conformity check for application	√
L_e-min	26 mm	Minimum distance check according to AISC 360-16 Table J3.4	√

L_ev	40 mm	L_eh ≥ 2d = 2 * 20 = 40 mm conformity check for application	√
L_e-min	26 mm	Minimum distance check according to AISC 360-16 Table J3.4	√