Included code sections – 6.2.1(1)(partial), 6.2.1(2), 6.2.1(3), 6.2.1(4), 6.2.1(5), 6.2.1(6), 6.2.1(7), 6.2.2(1), 6.2.2(2), 6.2.2(5), 6.2.3(1), 6.2.3(2), 6.2.3(3), 6.2.3(6)

Excluded code sections – 6.2.1(1)(partial), 6.2.1(8), 6.2.1(9), 6.2.2(3), 6.2.2(4), 6.2.2(6), 6.2.2(7), 6.2.3(4), 6.2.3(5), 6.2.3(7), 6.2.3(8), 6.2.4 (all), 6.2.5 (all)

See Concrete "Core" Determination for calculation of b.

V_Rd,c is calculated using equation 6.2. For PT members uncracked in bending only equation 6.4 is used. For PT members that are cracked in bending, the minimum of equation 6.2 and 6.4 is used.

Longitudinal untensioned tension reinforcement designed in Pass 1 and, if the member is PT, the area of bonded tendons in the tension zone is included in the determination of A_sl used in the calculation of V_Rd,c.

b_w,nom is the width of the shear core, less the width of the tendon ducts in accordance with 6.2.3(6). Bonded tendons are considered to be grouted metal ducts. Any bonded ducts with diameter less than or equal to b_w/8 are not considered in the deduction. b_w,nom is used in all shear calculations, including ρ _w

For cross sections with multiple concrete mixes, the minimum f_ck is used.

The effective depth is determined by a cracked section analysis using the bending moment and axial force in place at time of the shear being investigated. The effective depth is calculated as the distance from the compression most face to the resultant tension force. For cross sections with no reinforcement in tension, a "column style" effective depth is determined from the compression most face to the maximum depth of any reinforcement.

When the maximize effective depth option is used the effective depth is first calculated utilizing all reinforcement in the cross section. A subsequent calculation is then carried out utilizing only the reinforcement in the 1/4 depth of the cross section nearest the tension most face, and ignoring any post-tensioning. The effective depth is taken as the maximum of the two calculations. A check is carried out for the latter calculation that there is enough reinforcement to resist the tension chord of a shear truss considering only the flexural moment and shear. If this check fails the results of the latter calculation are not used.

If the member is declared PT, the primary axial force contribution to σ _cp in the calculation of equation 6.2.a, 6.2.b, and 6.4 is multiplied by γ _P,fav . The primary axial force contribution to σ _cp used in equation 6.11 is multiplied by either γ _P,fav or γ _P,unfav , whichever results in the lowest value of α _cw .

The "shift rule" required by 6.2.2(5) and 9.2.1.3 is performed for all members (with and without shear reinforcement) by attempting to extend the reinforcement beyond the required development length by 1.125 times the effective depth. This is calculated using eq. 9.2 and using z = 0.9d and cot θ = 2.5. Additional tension reinforcement in accordance with 6.2.3(7) is assumed to be accounted for using this provision. In normal circumstances, this will be the case because the horizontal shift required by 6.2.2(5) is related to the magnitude of the vertical shift performed according to 6.2.3(7).

In all beams at least minimum links will be provided.

Links are provided in accordance with 6.2.3 and 9.2.2. The angle is calculated as the minimum value that can satisfy the requirement that V_Ed ≤ V_Rd,max , within the range specified in 6.2.3(2).

Minimum density of shear reinforcement is determined in accordance with 9.2.2(5).

Maximum shear reinforcement spacing along the span is determined by 9.2.2(6).

The shear reinforcement spacing across the span is not considered.

Bent up bars and regions close to supports are not considered.

Net axial force is considered if the Consider Net Axial… checkbox is checked.