Check limit states using the Strength I and Service I load combinations. Check distribution of reinforcement as required in Article 5.6.7 using Class 1 exposure for moderate exposure conditions and Class 2 exposure for areas where de-icing agents are frequently used or where contact with salt water spray is possible. Limit tensile stress in steel reinforcement, $f_{ss}$
under Service I load combination to 0.6 $f_y$

For reinforced concrete straddle bents, check the calculated shear, using the Service I Load Combination, against the resistance from Equation C5.8.2.2-1.

For multi-column bent caps, take design negative moments at the center line of the column. For hammerhead bents and multi-column bent caps with columns 4 ft. wide or wider, take design negative moments at the effective face of the column.

Minimize the number of stirrup spacing changes.

Limit $f_y$
to 60 ksi for ledge and hanger resistance calculations in Articles 5.8.4.3 and 5.8.4.2.

The punching shear resistance and hanger reinforcement provided at fascia girders must equal or exceed the factored punching shear demand and hanger reinforcement requirements of the adjacent interior girder.

Replace Equation 5.8.4.3.5-1 with the following:
$V_n=\frac{A_{ar}\left({\displaystyle \frac{2}{3}}{f}_y\right)}{s}\left(W+3a_v\right)$

with $f_y$
not taken larger than 60 ksi.
The edge distance between the exterior bearing pad and the end of the inverted T-beam stem shall not be less than 12 inches.