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How does ideCAD calculate the shear strength of weak axis in doubly symmetric and singly symmetric shapes according to AISC 360-16?

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Symbols

A_g = gross cross-sectional area of the member, in.² (mm²)
b_f = width of flange, in. (mm)
C_v2 = web shear buckling strength coefficient.
E = Modulus of elasticity of steel = 29,000 ksi (200 000 MPa)
F_y = specified minimum yield stress of the type of steel being used, ksi (MPa)
V_n = Nominal shear strength, kips (N)
t_f = thickness of flange, in. (mm)

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The nominal shear strength, V_n, for doubly and singly symmetric shapes loaded in the weak axis is calculated as shown below.

The nominal shear strength, V_n, for rectangular HSS, box sections, and other singly and doubly symmetric members is calculated as shown below.

• Mathinline
  body --uriencoded--$$ \normalsize \mathrm%7BWhen%7D \;\; b_f/2t_f \le 1.10 \sqrt%7Bk_vE/F_y%7D \;\;\;\;\;\;\;\;\;\;\; C_%7Bv2%7D=1.0 \; \; \; \; \;\;\;\;\; k_v=1.2 $$

• Mathinline
  body --uriencoded--$$ \normalsize \mathrm%7BWhen%7D \;\; 1.10 \sqrt%7Bk_vE/F_y%7D < b_f/2t_f < 1.37 \sqrt%7Bk_vE/F_y%7D \;\;\;\;\;\;\;\;\;\;\; C_%7Bv2%7D= \dfrac%7B1.0\sqrt%7Bk_vE/F_y%7D%7D%7Bh/t_w%7D \;\;\;\;\;\;\;\;\;\;\ k_v=1.2 $$

• Mathinline
  body --uriencoded--$$ \normalsize \mathrm%7BWhen%7D \;\; b_f/2t_f > 1.37 \sqrt%7Bk_vE/F_y%7D \;\;\;\;\;\;\;\;\;\;\; C_%7Bv2%7D= \dfrac%7B1.51k_vE%7D%7B(h/t_w)%5e2F_y%7D \;\;\;\;\;\;\;\;\;\;\;\;\;\; k_v=1.2 $$

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