Slendness: k. L / r <= 300

Gross area
  Summing the products of the thickness and the gross width of each element (flange, web, leg, plate), as measured normal to the axis of the member.

Effective Net Area
  The effective net area, A_ne, shall be determined by summing the critical net areas, A_n, of each segment along a potential path of minimum resistance:
  For a segment normal to the force (ie, in direct tension)
    A_n = w_n.t
  For a segment parallel to the force (ie, in shear)
    A_n = 0.6 L_n.t
  For a segment inclined to the force
    A_n = w_n.t + s².t / (4g)
  For w_n and L_n, the width of bolt holes shall be taken as 2mm larger than the specified hole diameter.

Effective Net Area Reduction-Shear Lag
  When bolts transmit load to some but not all of the cross-sectional elements and only when the critical net area includes the net area of unconnected elements, the reduced effective net area shall be taken as follows:

Bolts:
  1). for WWF, W,or S shapes with flange widths not less than 2/3 of the depth, and for structural tees cut from these shapes, when only the flanges are connected with three or more transverse lines of bolts:
    A_ne = 0.90 A_n
  2). for angles connected by only one leg with
    four or more transverse lines of fasteners,
    A_ne = 0.80 A_n
    fewer than four transverse lines of fasteners,
    A_ne = 0.60 A_n
  3). for all other structural shapes connected with
    Three or more transverse lines of fasteners: A_ne = 0.85 A_n
    with two transverse lines of fasteners: A_ne = 0.75 A_n

Welds:
    A_ne = A_n1 + A_n2 + A_n3
  1). Elements connected by transverse welds, A_n1 = w.t
  2). Elements connected by longitudinal welds along two parallel edges, A_n2
    when L >= 2w, A_n2 = 1.0 w.t
    when 2w > L >= w, A_n2 = 0.5 w.t + 0.25 L.t
    when L < w, A_n2 = 0.75 w.t
    L = average length of welds on the two edge
    w = plate width (distance between welds)
  3). Elements connected by a single line of weld,
    When L >= w
    A_n3 = [ 1 - x₁ / L].w.t
    When L < w
    A_n3 = 0.5 L.t
    x₁ = eccentricity of the weld with respect to centroid of the element
    L = length of connection in the direction of the loading

Axial Tension:
    T_r = f.A_g.F_y
    T_r = 0.85 f.A_n.F_u
    T_r = 0.85 f.A_ne.F_u

Tension and Shear Block Failure:
  The factored resistance of a connected part whose failure mode involves both tensile fracture and either shear yilding or shear fracture shall be taken as
  i). For gusset plates, framing angles, and shear tabs, and the ends of tension members, the lesser of:
    T_r + V_r = f.A_nt.F_u + 0.6 f.A_gv.F_y
    T_r + V_r = f.A_nt.F_u + 0.6 f.A_nv.F_u
  ii). For coped beams, the less of:
    T_r + V_r = 0.5 f.A_nt.F_u + 0.6 f.A_gv.F_y
    T_r + V_r = 0.5 f.A_nt.F_u + 0.6 f.A_nv.F_u
  Where
    A_nt = the net area in tension for block failure
    A_gv = the gross area in shear for block failure
    A_nv = the net area in shear for block failure