Gross area
  A_g = Gross area of cross section.

Net Area
  Net area A_n of a member is the sum of the products of the thickness and the net width of each element.
    For a part in any diagonal or zigzag line, the additional quantity is:   s².t / (4g)

  s = longitudinal center-to-center spacing (pitch) of any two consecutive holes.
  g = transverse center-to-center spacing (gage) between fastner gage lines.

Effective Net Area, Reduction-Shear Lag Coefficient (U)

  Bolts:
    A_e = A_n . U

  For angle members having two and more bolts in the line of force:    U = 1 - 1.2 x/L < 0.9,   but >= 0.4

  For channel members having two and more bolts in the line of force:    U = 1 - 0.36 x/L < 0.9,   but >= 0.5

  x - distance from shear plane to centroid of the cross section
  L - length of the connection in the direction of loading

  Welds:
  (a) When the tension load is transmitted only by longitudinal welds or by longitudinal welds in combination with transverse welds:
    A_e = A_g . U

  U - reduction coefficient = 1 - x/L <= 0.9
  A_g - gross area of member

  (b) When the tension load is transmitted only by transverse welds:
    A_e = A . U

  U = 1.0
  A - area of directly connected elements

  (c) Otherwise:

  for angle members:    U = 1 - 1.2 X/L < 0.9 but U >= 0.4

  for channel members:    U = 1 - 0.36 X/L < 0.9 but U >= 0.5

   x - distance from shear plane to centroid of cross section
   L - length of longitudinal weld

Design Strength for Tension Members:

  Yielding in the gross section: (Eq. C2.1-1)

     fT_n = f.F_y.A_g= 0.90 F_y.A_g

  Rupture in the net section: (appendix B, C2.2)

     fT_n = f. F_u.(L_c. t) = 0.75 F_u.(L_c. t)

    1). for failure normal to force due to direct tension
     L_c = L_t,     not involving stagger
     L_c = 0.9 L_s,     involving stagger

    2). for failure parallel to force due to shear
     L_c = 0.6 L_nv

    3). for failure due to block tear-out at end of member
     L_c = L_t + 0.6 L_v,      not involving stagger
     L_c = 0.9 (L_t + L_s) + 0.6 L_v,      involving stagger

    4). for failure of coped beams
     L_c = 0.5 L_t + 0.6 L_v,      not involving stagger
     L_c = 0.45 (L_t + L_s) + 0.6 L_v,      involving stagger

    L_v - the lesser of (F_y/F_u).L_gv and L_nv
    L_t - net failure path length normal to force due to direct tension
    L_s - net failure path length inclined to force
    L_gv - gross failure path length parallel to force
    L_nv - net failure path length parallel to force

Design Rupture Strength:

  Tension Rupture Strength for Welded Connection: (Eq. E2.7-1)

     fR_n = f.F_u.A_e= 0.5 F_u.A_e

  Tension Rupture Strength for Bolted Connection: (Eq. E3.2-1)

     fR_n = f.F_u.A_e= 0.55 F_u.A_e

  Combined Bending and Tension C5.1.2

    1).        M_fx / (f_b .M_nxt)+ M_fy / (f_b .M_nyt) + T_f / (f_t. T_n) < = 1.0

    2).        M_fx / (f_b .M_nx)+ M_fy / (f_b .M_ny) - T_f / (f_t. T_n) < = 1.0

      M_fx - factored moment about axis X
      M_fy - factored moment about axis Y
      T_f - factored shear force

      M_nxt = S_ftx . F_y - Nominal flexural strength about axis X
      M_nyt = S_fty . F_y - Nominal flexural strength about axis Y
      S_ftx - Section modulus of full unreduced section relative to extreme tension fibre about axis X
      S_fty - Section modulus of full unreduced section relative to extreme tension fibre about axis Y

      M_nx - Nominal flexural strength about axis X
      M_ny - Nominal flexural strength about axis Y
      T_n - Nominal tensile strength

      f_b = 0.9 - resistance factor for bending
      f_t = 0.9 - resistance factor for shear