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Code References:

ACI 318-14, PCI Handbook 8^th Edition 

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1. Calculate the factored loading at a section

2. Divide the length of the beam into the following regions:

   1. End region (face of bearing to H)

   2. Transition region (H to 2*H)

   3. Flexure region (remainder of beam)

3. Check the maximum allowable torsion in the end region

4. Calculate the required longitudinal reinforcement for flexural resistance

5. Calculate the required transverse reinforcement for one-way shear

6. Calculate the required vertical reinforcement required to resist plate bending in the end and transition regions

7. Check the required vertical reinforcement on the inner web face (ledge or corbel) against the required hanger steel and provide the larger of the two

8. Verify that the amount of reinforcement crossing a plane along a 45 degree line drawn from the lower tieback at the support and the top of the member is sufficient

9. Provide sufficient reinforcement on the outer web face (basically Av/2)

10. Calculate the required longitudinal web reinforcement for the end and transition regions to satisfy plate bending.  There is no need to consider plate being in the flexure region.May want to at least calculate a threshold torsion for the flexure region based on Zia-Hsu (and flag it?) 

Exceptions and notes:

1. Torsion resistance element(s) and stiffnesses.  The supporting element should be the stiffest element (as measured by the torsional inertia), and one that also contains closed stirrups.  When multiple elements have roughly the same torsional stiffness (inertia) and contain closed stirrups, the torsion is probably distributed based on the relative stiffnesses. 

2. The slender spandrel method is not a torsional analysis per se, it is simply a recognition that the stem of a ‘slender spandrel’ will fail in plate bending before the spandrel fails in torsion.

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