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

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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 is checked per AISC 360-16.

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.

Weld Size

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

Erection Stability

Strength Checks

Angle Shear Yield

In the case of the block shear limit state, the gross area yielding of the tensile plane 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 Image Removed	Mathinline body --uriencoded--$$ \normalsize A_g = L_%7Bp%7D \times t_p =239 \times 12 = 2868 \; \; \mathrm%7Bmm%5e2%7D $$
Fy	235.359 N/mm2
Rn	Mathinline body --uriencoded--$$ \normalsize R_n Image Removed = 0.6F_%7By%7DA_g $$ Mathinline body --uriencoded--$$ \normalsize R_n = 0.6 \times 235.359 \times 10%5e%7B-3%7D \times 2868=405\; \mathrm%7BkN%7D $$	AISC 360-16 J4-3
Rn / Ω Image Removed	Mathinline body --uriencoded--$$ \normalsize R_n/ \Omega = 405/1.5 =270\; \mathrm%7BkN%7D $$

Beam Shear Rupture

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

Anv	Mathinline	Image Removed	body --uriencoded--$$ \normalsize A_%7Bnv%7D = t_p(d_b-n_bd_e) = 7.1 \times (300-3 \times 24) = 1618.8 \; \; \mathrm%7Bmm%5e2%7D $$
Fu	362.846 N/mm2
Rn Image Removed	Mathinline body --uriencoded--$$ \normalsize R_n = 0.6F_%7Bu%7DA_%7Bnv%7D $$ Mathinline body --uriencoded--$$ \normalsize R_n = 0.6 \times 362.846 \times 10%5e%7B-3%7D \times 1618.8=352.425 \; \mathrm%7BkN%7D $$	AISC 360-16 J4-4
Rn / Ω Image Removed	Mathinline body --uriencoded--$$ \normalsize R_n/ \Omega = 352.425 /2 =176.213 \; \; \mathrm%7BkN%7D $$

Angle Shear Rupture at Beam

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

Anv Image Removed	Mathinline body --uriencoded--$$ \normalsize A_%7Bnv%7D = t_p(d_b-n_bd_e) = 12 \times (239-3 \times 24) = 2004 \; \; \mathrm%7Bmm%5e2%7D $$
Fu	362.846 N/mm2
Rn Image Removed	Mathinline body --uriencoded--$$ \normalsize R_n = 0.6F_%7Bu%7DA_%7Bnv%7D $$ Mathinline body --uriencoded--$$ \normalsize R_n = 0.6 \times 362.846 \times 10%5e%7B-3%7D \times 2004=436.286 \; \mathrm%7BkN%7D $$	AISC 360-16 J4-4
Rn / Ω Image Removed	Mathinline body --uriencoded--$$ \normalsize R_n/ \Omega = 436.286 /2 =218.143\; \; \mathrm%7BkN%7D $$

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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	Mathinline body --uriencoded--$$ \normalsize A_%7Bg%7D = (2 \times 79.5 +40) \times 12 = 2388 \; \; \mathrm%7Bmm%5e2%7D $$
Anv Image Removed	Mathinline body --uriencoded--$$ \normalsize A_%7Bnv%7D = ((2 \times 79.5+40)-2.5 \times 24) \times 12 = 1668 \; \; \mathrm%7Bmm%5e2%7D $$
Ant Image Removed	Mathinline body --uriencoded--$$ \normalsize A_%7Bnt%7D = 12 \times(50.75-0.5 \times 24) = 465 \; \; \mathrm%7Bmm%5e2%7D $$
Fy	235.359 N/mm2
Fu	362.846 N/mm2
Ubs	1.0
	Image Removed		Rn	Image Removed	Mathinline body --uriencoded--$$ \normalsize U_%7Bbs%7D F_u A_%7Bnt%7D = 1 \times 362.846 \times 10%5e%7B-3%7D \times 465 = 168.72\; \mathrm%7BkN%7D $$ Mathinline body --uriencoded--$$ \normalsize 0.6 F_%7Bu%7D A_%7Bnv%7D = 0.6 \times 362.846 \times 10%5e%7B-3%7D \times 1668 = 363.136\; \mathrm%7BkN%7D $$ Mathinline body --uriencoded--$$ \normalsize 0.6 F_%7By%7D A_%7Bg%7D = 0.6 \times 235.359 \times 10%5e%7B-3%7D \times 2388 = 337.222\; \mathrm%7BkN%7D $$
Rn	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+168.72=505.942\; \mathrm%7BkN%7D	AISC 360-16 J4-5
Rn / Ω Image Removed	Mathinline body --uriencoded--\normalsize R_n/ \Omega = 505.942/2 =252.971 \; \; \mathrm%7BkN%7D

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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	20+2=22 mm
Lc,edge Image Removed	Mathinline body --uriencoded--$$ \normalsize L_%7Bc,edge%7D = L_e - 0.5d_h $$ Mathinline body --uriencoded--$$ \normalsize L_%7Bc,edge%7D = \left [ \left ( \dfrac%7B378.6-239%7D %7B2%7D \right ) +40-0.5 \times 22 \right ] = 98.8\; \mathrm%7Bmm%7D $$
Rn Image Removed	Mathinline body --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 1.2L_c t F_u \\2.4d t F_u \end%7Bmatrix%7D\right] \end%7Baligned%7D	AISC 360-16 J3-6a
Rn-edge Image Removed	Mathinline body --uriencoded--\begin%7Baligned%7D \normalsize R_n = \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
Lc,spacing Image Removed	Mathinline body --uriencoded--$$ \normalsize L_%7Bc,spacing%7D = s - d_h = 79.5 - 22 = 57.5\; \mathrm%7Bmm%7D $$
Rn-spacing	Image Removed		Rn	Image Removed	Mathinline body --uriencoded--\begin%7Baligned%7D \normalsize R_n = \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
Rn	Mathinline body --uriencoded--\normalsize R_%7Bn%7D = n_eR_%7Bn,edge%7D + n_sR_%7Bn,spacing%7D Mathinline body --uriencoded--\normalsize R_%7Bn%7D = 1 \times 123.658 + 2 \times 123.658 = 370.974 \; \mathrm%7BkN%7D
Rn / Ω Image Removed	Mathinline body --uriencoded--\normalsize R_n/ \Omega = 370.974 /2 =185.487 \; \; \mathrm%7BkN%7D

Bolt Bearing on Angle at Beam

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	20+2=22 mm
Lc,edge Image Removed	Mathinline body --uriencoded--$$ \normalsize L_%7Bc,edge%7D = L_e - 0.5d_h $$ Mathinline body --uriencoded--$$ \normalsize L_%7Bc,edge%7D = 40-0.5 \times 22 = 29 $$
Rn Image Removed	Mathinline body --uriencoded--\begin%7Baligned%7D \normalsize R_n = \mathrm%7Bmin%7D \left[\begin%7Bmatrix%7D 1.2L_c t F_u \\2.4d t F_u \end%7Bmatrix%7D\right] \end%7Baligned%7D	AISC 360-16 J3-6a
Rn-edge Image Removed	Mathinline body --uriencoded--\begin%7Baligned%7D \normalsize R_n = \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
Lc,spacing Image Removed	Mathinline body --uriencoded--$$ \normalsize L_%7Bc,spacing%7D = s - d_h = 79.5 - 22 = 57.5\; \mathrm%7Bmm%7D $$
Rn-spacing Image Removed	Mathinline body --uriencoded--\begin%7Baligned%7D \normalsize R_n = \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
Rn Image Removed	Mathinline body --uriencoded--$$ \normalsize R_%7Bn%7D = n_eR_%7Bn,edge%7D + n_sR_%7Bn,spacing%7D $$ Mathinline body --uriencoded--$$ \normalsize R_%7Bn%7D = 1 \times 151.525 + 2 \times 208.99 = 569.505 \; \mathrm%7BkN%7D $$
Rn / Ω Image Removed	Mathinline body --uriencoded--$$ \normalsize R_n/ \Omega = 569.505 /2 =284.75 \; \; \mathrm%7BkN%7D $$

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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.

Ab Image Removed	Mathinline body --uriencoded--$$ \normalsize A_b = \dfrac%7B \pi d%5e2%7D %7B4%7D = \dfrac%7B \pi 20%5e2%7D %7B4%7D = 314.159 \; \mathrm%7Bmm%5e2%7D$$
Fn Image Removed	Mathinline body --uriencoded--$$ \normalsize F_n = 0.450 F_%7Bub%7D = 0.450 \times 800 =360\; \mathrm%7BN/mm%5e2%7D $$
Rn	Image Removed Mathinline body --uriencoded--$$ \normalsize R_n = F_n A_b = 360 \times 314.159 \times 10%5e%7B-3%7D =113.097 \; \; \mathrm%7BkN%7D $$
Rn / Ω Image Removed	Mathinline body --uriencoded--$$ \normalsize R_n/ \Omega = 113.097 /2 =56.549 \; \; \mathrm%7BkN%7D $$

Weld Strength at Support

Fe	480000 kN480 N/mmm2
w	The weld thickness taken from the combination menu is 0.707 * w value. 6 / 0.707 = 8.487 mm
Fu	362.846  N/mm2
t	12 mm
Rnw	Image Removed
RnBM	Image Removed
Rn	Image Removed Mathinline body --uriencoded--$$ \normalsize R_%7Bnw%7D = 0.6 F_e 0.707 w = 0.6 \times 480 \times 0.707 \times 8.487 =1728\; \mathrm%7BkN/m%7D $$
RnBM	Mathinline body --uriencoded--$$ \normalsize R_%7BnBM%7D = 0.6 F_u t = 0.6 \times 362.846 \times 12 =2612.49 \; \mathrm%7BkN/m%7D $$
Rn	Mathinline body --uriencoded--$$ \normalsize R_n = min (R_%7Bnw%7D,R_%7BnBM%7D) = 1728 \; \mathrm%7BkN/m%7D $$
R n / Ω Image Removed	Mathinline body --uriencoded--$$ \normalsize R_n/ \Omega = 1728 /2 =864 \; \; \mathrm%7BkN/m%7D $$

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