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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

...

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

...

√

Vertical Edge Distance

The distance from the center of the hole to the edge of the connected part in the vertical direction 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.

L_ev ≥ L_e-min
s_min ≥ 3d
AISC 360-16 J3.
4
3

s
79.5 mm

L_ev
d
40
20 mm
L_eh ≥ 2d = 2
s =79.5 mm > s_min = 3*20=
40
60 mm
conformity check for application
√
L_e-min
26 mm
Minimum distance check according to AISC 360-16 Table J3.4
√

Weld Size

...

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 Table J2.4

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

w
12.73 mm

√
w_min
5 mm
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
J2
J3.4
√

Erection Stability

L≥ h_b/2

Vertical Edge Distance

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

L_ev ≥ L_e-min	AISC 360-16 J3.4
L_ev

239
40 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.

A_b

Mathinline

body	--uriencoded--\normalsize A_b = \dfrac%7B\pi d%5e2%7D%7B4%7D = \dfrac%7B\pi %7B20%7D%5e2%7D%7B4%7D =314.159 \; \; \mathrm%7Bmm%5e2%7D

F_n=F_nv

Mathinline

body	--uriencoded--\normalsize F_n = F_%7Bnv%7D=0.450F_%7Bub%7D=0.450\times 800 = 360 \; \; \mathrm%7BMPa%7D

R_n

Mathinline

body	--uriencoded--\normalsize R_n = F_%7Bn%7D \times A_b =360 \times 314.159 \times 10%5e%7B-3%7D = 113.097 \; \; \mathrm%7BkN%7D

R_n / Ω
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
w	12.73 mm		√
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 is calculated to form a force pair with the required force.

Bolt Bearing on Beam

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

L_c,edge

A_b

Mathinline

body	--uriencoded--\normalsize R_n/ \Omega = 113.097 /2 = 56.549 A_b = \dfrac%7B\pi d%5e2%7D%7B4%7D = \dfrac%7B\pi %7B20%7D%5e2%7D%7B4%7D =314.159 \; \; \mathrm%7BkN%7Dmathrm%7Bmm%5e2%7D

F_n=F_nv

Required

Mathinline

Available

Check

Result

34,318 kN

56,549 kN

0.607

√

d_h

20+2=22 mm

body	--uriencoded--\normalsize F_n = F_%7Bnv%7D=0.450F_%7Bub%7D=0.450\times 800 = 360 \; \; \mathrm%7BMPa%7D

R_n

Mathinline

body	--uriencoded--\normalsize R_n = F_%7Bn%7D \times A_b =360 \times 314.159 \times 10%5e%7B-3%7D = 113.097 \; \; \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 = \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
R_n-edge
R_n/ \Omega = 113.097 /2 = 56.549 \; \; \mathrm%7BkN%7D

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

Bolt Bearing on Beam

The bearing strength limit states of the plate, 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--\begin%7Baligned%7D\normalsize RL_%7Bn%7D%7Bc,edge%7D = \mathrm%7Bmin%7D\leftBig[ \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

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_

%7Bn%7D

n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 1.

2 ( 57.5

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 ( 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

R_nL_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= 1 \times 123.658 + 2 \times 123.658 = 370.974 \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 / Ω

Mathinline

body	--uriencoded--\normalsize R_

n/ \Omega = 370.974 /2 = 185.487 \;

%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

Required

Available

Check

Result

68,159 kN

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--\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

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

R_n-edge

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

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) ( 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

\right]\end%7Baligned%7D = 208.99 \; \mathrm%7BkN%7D

R_n

Mathinline

body	--uriencoded--\normalsize R_%7Bn%7D = n_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 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--\normalsize A_%7Bg%7D = L_pt_p = 239 \times 12 = 2868 \; \; \mathrm%7Bmm%5e2%7D

F_y

235.359 N/mm²

R_n

Mathinline

body	--uriencoded--\normalsize R_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 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--\normalsize

R
A_
%7Bn%7D
%7Bnv%7D =
n_e \times R_%7Bn,edge%7D + n_s \times R_%7Bn,spacing%7D Mathinlinebody--uriencoded--\normalsize R_%7Bn%7D = 1 \times 151.525 + 2 \times 208.99 = 569.505 \; \mathrm%7BkN%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
/Ω
Mathinline
body --uriencoded--\normalsize 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

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

A_g
0.6F_%7Bu%7D A_%7Bnv%7D
Mathinline
body --uriencoded--\normalsize R_n = 0.6 \times 362.846 \times 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
A_%7Bg%7D = L_pt_p = 239 \times 12 = 2868 \
R_n/ \Omega = 352.425 /2 =176.213 \; \; \
mathrm%7Bmm%5e2%7D
mathrm%7BkN%7D

F_y
235.359 N/mm²

R_n
Mathinlinebody--uriencoded--\normalsize R_n = 0.6F_%7By%7D A_g

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

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
A_%7Bnv%7D = t_p(d_b-n_bd_e) = 12 \times (239-3 \times 24) = 2004 \; \; \mathrm%7Bmm%5e2%7D

F_u
362.846 N/mm²

R_n
Mathinline
body --uriencoded--\normalsize R_n = 0.6F_%7Bu%7D A_%7Bnv%7D
Mathinline
body --uriencoded--\normalsize R_n
/ \Omega = 405 /1.5 =270 \; \; \mathrm%7BkN%7D

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

Beam 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 \times 362.846 \times 2004 \times 10%5e%7B-3%7D = 436.286 \; \; \mathrm%7BkN%7D
AISC 360-16 J4-3
R_n / Ω
Mathinline
body --uriencoded
--\normalsize A_%7Bnv%7D = t_p(d_b-n_bd_e) = 7.1 \times (300-3 \times 24) = 1618.8
--\normalsize R_n/ \Omega = 436.286 /2 =218.143\; \; \
mathrm%7Bmm%5e2%7D
mathrm%7BkN%7D

F_u
362.846 N/mm²

R_n
Mathinlinebody--uriencoded--\normalsize R_n = 0.6F_%7Bu%7D A_%7Bnv%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

R
A_
n = 0.6
%7Bg%7D = (2 \times
362.846 \times 1618.8 \times 10%5e%7B-3%7D = 352.425
79.5 +40) \times 12 = 2388 \; \; \
mathrm%7BkN%7D
AISC 360-16 J4-3
R_n / Ω
mathrm%7Bmm%5e2%7D

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

A_nt
Mathinline
body --uriencoded--\normalsize A_
%7Bnv%7D = t_p(d_b-n_bd_e)
%7Bnt%7D = 12 \times(
239
40-
3
0.5 \times 24) =
2004
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
2004
336 \times 10%5e%7B-3%7D =
436
121.
286
R_n / Ω
916 \; \; \mathrm%7BkN%7D
AISC 360-16 J4-3
Mathinline
body --uriencoded--\normalsize
R_n/ \Omega = 436.286 /2 =218.143
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

A_g
Mathinline
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.

body	--uriencoded--\normalsize 0.6 F_%7By%7D A_%7Bg%7D = 0.6 \times 235.359 \times 2388 \times 10%5e%7B-3%7D = 337.222 \; \; \mathrm%7BkN%7D

R_n

Mathinline

body	--uriencoded--\begin%7Baligned%7D \normalsize

A

R_

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

A_nv

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

Mathinline

body	--uriencoded--\normalsize AR_%7Bnv%7D = ((2 \times 79.5+40)-2.5 \times 24) \times 12 = 1668 %7Bn%7D =337.222+121.916=459.18 \; \; \mathrm%7Bmm%5e2%7D

A_nt

mathrm%7BkN%7D

AISC 360-16 J4-3

R_n / Ω

Mathinline

body	--uriencoded--\normalsize A_%7Bnt%7D = 12 \times(40-0.5 \times 24) = 336 R_n/ \Omega = 459.18 /2 =229.569\; \; \mathrm%7Bmm%5e2%7Dmathrm%7BkN%7D

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

Plate Flexural Buckling

Single plate material slenderness check.

F_y
235.359 N/mm²

F_u
362.846 N/mm²

U_bs
1.0

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
U_%7Bbs%7D F_u A_%7Bnt%7D = 1 \times 362.846 \times 336 \times 10%5e%7B-3%7D = 121.916 \; \; \mathrm%7BkN%7D
Mathinline
body --uriencoded--\normalsize 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_%7Bg%7D = 0.6 \times 235.359 \times 2338 \times 10%5e%7B-3%7D = 337.222 \; \; \mathrm%7BkN%7D

R_n
Mathinlinebody--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
\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.

d_p

239 mm

Length of material

F_y

235.359 N/mm²

t_p

12 mm

Material thickness

a

60 mm

Distance from the support to the first bolt

R_n

Mathinline

body	--uriencoded--\normalsize R_

%7Bn%7D =337.222+121.916=459.18 \; \; \mathrm%7BkN%7D
AISC 360-16 J4-3
R_n / Ω
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
/
= \
Omega = 459.18 /2 =229.569\; \; \mathrm%7BkN%7D

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

Plate Flexural Buckling

...

F_y

...

235.359 N/mm²

...

t

...

12 mm

...

a

...

60 mm

...

L

...

239 mm

...

λ

...

Required

...

Available

...

Check

...

≤0.70

...

0.17

...

√

Plate Flexural Yield

...

d_p

...

239 mm

...

F_y

...

235.359 N/mm²

...

t_p

...

12 mm

...

a

...

60 mm

...

R_n

...

R_n / Ω

...

Required

...

Available

...

Check

...

Result

...

68,159 kN

...

223.92 kN

...

0.304

...

√

Weld Strength at Support

w

12.73 mm

F_E

480 N/mm²

l

239 mm

e

60 mm

R_n

Image Removed

R_n / Ω
Image Removed
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	Result
68,159 kN	223.92 kN	0.304	√

Weld Strength at Support

w

12.73 mm

Weld leg size

F_E

480 N/mm²

Weld material tensile strength

l

239 mm

Weld length

e

60 mm

Eccentricity

R_n

Mathinline

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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Child pages (Children Display)

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Versions Compared

Old Version 32

New Version Current

Key

Connection Geometry

Geometry Checks

Bolt Spacing

Horizontal Edge Distance

Vertical Edge Distance

Connection Geometry

Geometry Checks

Bolt Spacing

Weld Size

Horizontal Edge Distance

Erection Stability

Vertical Edge Distance

Strength Checks

Bolt Shear at Beam

Weld Size

Erection Stability

Strength Checks

Bolt Shear at Beam

Bolt Bearing on Beam

Bolt Bearing on Beam

Bolt Bearing on Plate

Plate Shear Yield

Beam Shear Rupture

Plate Shear Yield

Plate Shear Rupture

Beam 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

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	√