 • Torsional strength is calculated automatically

Notation

Ao = area of shear reinforcement
Aot = Area of transverse torsion reinforcement
Aov = Area of transverse shear reinforcement
As-mint = minimum area of longitudinal reinforcement to resist torsion
bw = web width or diameter of circular section
d = distance from extreme compression fiber to centroid of longitudinal tension reinforcement
fck = specified compressive strength of concrete
fcd = design compressive strength of concrete
fyk = specified yield strength for nonprestressed reinforcement
fyd = design yield strength for nonprestressed reinforcement
fywk = specified yield strength of transverse reinforcement
fywd = design yield strength of transverse reinforcement
Tcri = critical torsional moment,
Td = design torsional moment,

Torsional design is made with the reinforcement requirement determined by comparing the factored torsional moment Td value with the critical torsion limit Tcr value.

• Torsional effects can be neglected if the design torsional moment at section Td is critical torsion limit Tcr

• If design shear force and torsional moment are satisfied the TS 500 Eq. 8.10 equation, there is no need to compute torsional stirrups.

Critical Torsion Limit

Critical torsion Tcri is calculated in accordance with TS 500 Eq. 8.12. S is calculated in accordance with TS 500 Table 8.2. for rectengular section for T-beam section. x and y long and short rectengular dimensions of T-beam section. for circular section.

Minimum shear reinforcement should be satisfied given below; If design shear force and torsional moment are satisfied the TS 500 Eq. 8.10 equation, there is no need to compute torsional stirrups. where Tcr is computed as follows: The required minimum closed stirrup area per unit spacing, Ao/s, is calculated as: In equiation .

If Td > Tcr the required longitudinal rebar area, (required minimum longitudinal rebar area), As-mint, is calculated as: If Td > Tcr the required closed stirrup area per unit spacing, is calculated in accordance with TS500 Eq. 8.13 as:   