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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.

Symbols

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Connection Geometry

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Geometry Checks

Bolt Spacing

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

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s_min ≥ 3d

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AISC 360-16 J3.3

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s

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79.5 mm

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d

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20 mm

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

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Horizontal Edge Distance

The distance from the center of the hole to the edge of the connected part in the horizontal direction How does ideCAD design single plate connection according to AISC 360-16?

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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.

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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_nt: Characteristic tensile strength
F'_nt: Reduced characteristic tensile stress obtained by considering the shear force effect
F_nv: Characteristic shear stress strength
f_rv: The greatest shear stress in the characteristic web area of the bolt
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_e: The distance from the center of the bolt hole to the edge of the assembled element
t: Plate thickness
R_nt: Characteristic tensile strength
R_nv: Characteristic shear strength
U_bs: A coefficient considering the spread of tensile stresses

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Connection Geometry

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Geometry Checks

Bolt Spacing

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

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

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
√

...

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
√

Weld Size

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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 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
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
J2
J3.4
√

Erection Stability

L≥ h_b/2

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

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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.

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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.

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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.

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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.

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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.

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Required	Available	Check	Result
68,159 kN	218.143 kN	0.312	√

Plate Block Shear Rupture

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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

Mathinline

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

F_y

235.359 N/mm²

F_u

362.846 N/mm²

U_bs

1.0

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.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

Mathinline

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

Mathinline

body	--uriencoded--\normalsize R_%7Bn%7D =337.222+121.916=459.18 \; \; \mathrm%7BkN%7D

AISC 360-16 J4-3

R_n / Ω

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

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

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
Mathinline
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
Mathinline
body --uriencoded--\normalsize R_%7Bn%7D =337.222+121.916=459.18 \; \; \mathrm%7BkN%7D
AISC 360-16 J4-3
R_n / Ω
\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_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

Single plate 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
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/ \
lambda
Omega =
\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
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

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d_p

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239 mm

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F_y

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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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Child pages (Children Display)

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Versions Compared

Old Version 35

New Version 36

Key

Connection Geometry

Geometry Checks

Bolt Spacing

Horizontal Edge Distance

Connection Geometry

Geometry Checks

Bolt Spacing

Horizontal Edge Distance

Weld Size

Vertical Edge Distance

Erection Stability

Weld Size

Erection Stability

Strength Checks

Bolt Shear at Beam

Bolt Bearing on Beam

Bolt Bearing on Plate

Plate Shear Yield

Beam 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