Add and debond strands in the order shown on the Prestressed Concrete X-Beam NonStandard Designs (XBND) standard drawings.

Debond strands in 3 ft. increments at beam ends if necessary to control stresses at release. If the strand size is larger than 0.6” diameter, base section increments on Article 5.9.4.3.3.

Debonded strands must conform to Article 5.9.4.3.3 except as noted below:

Debond no more than 50% of the total number of strands.
Debond no more than 50% of the number of strands in that row.
Replace Restriction B with, not more than 50% of the debonded strands, or 10strands, whichever is greater, shall have the debonding terminated at any section, where section is defined as an increment (e.g., 3 feet, 6 feet, 9 feet).
Up to 75 percent of debonded strands may be used for the total number, the number of strands per row, and number terminated in a section as long as principal stress at or near the transfer length is designed for per Article 5.9.2.3.3, regardless of the concrete strength.
Do not design for Restriction E.
Replace Restriction G with, the maximum debonding length is the lesser of: (a) one-half the span length minus the maximum development length; (b) 0.2 times the beam length; or (c) 15 ft.
For multi-web sections having bottom flanges, replace Restriction J with:
Uniformly distribute debonded strands.
Bond the outer-most strand in each row.

Calculate required stirrup spacing for #4 Grade 60 bars according to the Article 5.7. Change stirrup spacing as shown on relevant standard drawings, only if analysis indicates the inadequacy of the standard design.

TxDOT standard X-beams satisfy Article 5.7.4 and Article 5.9.4.4.

Compute deflections due to slab weight and composite dead loads assuming the beam and slab to have the same modulus of elasticity. Assume $E_c$
= 5,000 ksi for beams with $f_c^{\text{'}}$
< 8.5 ksi. Show predicted slab deflections on the plans even though field experience indicates actual deflections are generally less than predicted. Use the deflection due to slab weight only times 0.8 for calculating haunch depth.

See Section 4, Pretensioned Concrete I-Girders, for other design criteria.