Page Comparison

Joint Geometry

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GEOMETRY CONTROLS

Welding Thickness

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a ≥ a _min     

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How does ideCAD design unstiffened seated connection according to AISC 360-16?

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Connection Geometry

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Geometry Checks

Weld Size

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

Strength

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Checks

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Beam Web Yielding

The limit state of web local yielding for single-concentrated forces and both components of double-concentrated forces are checked according to AISC 360-16.

tw	7.1 mm
lb	25.7 mm

to

to	10.7 + 15 = 25.7 mm (Beam

head

flange + Beam

head

flange radius)
Fy	235.359 N/mm2
Rn

Image RemovedÇYTHYEDY 13.25b

	Mathinline body $$ \normalsize R_n = F_yt_w(2.5k + l_b) $$ Mathinline body --uriencoded--$$ \normalsize R_n = 235.359 \times 10%5e%7B-3%7D \times 7.1 \times ( 2.5 \times 25.7 + 25.7 ) = 150.31 \; \mathrm%7BkN%7D $$	AISC 360-16 Eq. J10-3
Rn / Ω

Image Removed

Mathinline body --uriencoded--$$ \normalsize R_n/ \Omega = 150.31 / 1.5 =100.207 \; \; \mathrm%7BkN%7D $$

Beam

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Web Crippling

The limit state of web local crippling for single-concentrated forces and both components of double-concentrated forces are checked according to AISC 360-16.

tw

7.1 mm

tf

tf	10.7 mm
lb	25.7 mm
d	300 mm

IS

E	205939650 kN/m2
Fy	235.359 N/mm2
Rn

Image Removed

ÇYTHYEDY 13.26b

 

Image Removed

	Mathinline body --uriencoded--$$ \normalsize R_n = 0.4t%5e2_w \left [1+ 3 \left ( \dfrac%7Bl_b%7D %7Bd%7D \right ) \left ( \dfrac%7Bt_w%7D %7Bt_f%7D \right )%5e%7B1.5%7D \right] \sqrt%7B \dfrac%7BEF_%7Byw%7Dt_f%7D %7Bt_w%7D %7D $$	AISC 360-16 Eq. J10-5a
	Mathinline body --uriencoded--$$ \small R_n = 0.4 \times 7.1%5e2 \left [1+ 3 \left ( \dfrac%7B25.7%7D %7B300%7D \right ) \left ( \dfrac%7B7.1%7D %7B10.7%7D \right )%5e%7B1.5%7D \right] \sqrt%7B \dfrac%7B205939650 \times 235.359 \times 10%5e%7B-3%7D \times 10.7 %7D %7B7.1%7D %7D $$ Mathinline body --uriencoded--$$ \small R_n = 196.275 \; \mathrm%7BkN%7D $$
Rn / Ω

Image Removed

Mathinline body --uriencoded--$$ \normalsize R_n/ \Omega = 196.275 / 2 =98.138 \; \; \mathrm%7BkN%7D $$

Angle

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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.

Ag

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	Mathinline body --uriencoded--$$ \normalsize A_g = L_%7Bp%7D \times t_p =150 \times 10 = 1500 \; \; \mathrm%7Bmm%5e2%7D $$
Fy	235.359 N/mm2
Rn	Mathinline

Image RemovedÇYTHYEDY 13.17

body --uriencoded--$$ \normalsize R_n = 0.6F_%7By%7DA_g = 0.6 \times 235.359 \times 10%5e%7B-3%7D \times 1500 = 211.823 \; \; \mathrm%7BkN%7D $$	AISC 360-16 J4-3
Rn / Ω

Image Removed

Mathinline

 

Required

Ready

Rate

Control

Required

Ready

Rate

Control

body --uriencoded--$$ \normalsize R_n/ \Omega = 211.823 / 1.5 = 141.215 \; \; \mathrm%7BkN%7D $$

Weld Strength at Support

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Fe

Fe	480000 kN/m2

in

w

11.315 mm

Fu

Fu	362.846  N/mm2
l	110 mm

is

e

60mm

Rn

Image Removed

Rn	Mathinline body --uriencoded--$$ \normalsize R_n = \dfrac%7B 2 l%5e2 0.6 Fe 0.707 w%7D %7B\sqrt%7Bl%5e2 + 36 e%5e2%7D %7D $$ Mathinline body --uriencoded--$$ \normalsize R_n = \dfrac%7B 2 \times 110%5e2 \times 0.6 \times 480 \times 10%5e%7B-3%7D \times 0.707 \times 11.315%7D %7B\sqrt%7B110%5e2 + 36 \times 60%5e2%7D %7D = 148.114\; \mathrm%7BkN%7D $$
Rn / Ω

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Mathinline body --uriencoded--$$ \normalsize R_n/ \Omega = 148.114 / 2 = 74.057 \; \; \mathrm%7BkN%7D $$

Required

Ready

Available

Rate

Check

Control

Result
73.288 kN	74.06 kN	0.990	√

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Next Topic

Unstiffened Seated Connection Design Report

Related Topics

• Connection Design Subject to Shear per AISC 360-16

• Single Plate Connection Design per AISC 360-16

• Single Angle Connection Design per AISC 360-16

• Double Angle Connection Design per AISC 360-16

• T-Plate Connection Design per AISC 360-16