The various codes recommend empirical relations to estimate ultimate shear resistance of section by considering flexure shear and web shear cracking modes and design shear resistance should exceeded ultimate shear due to transverse loads and if not, suitable transverse reinforcements are designed to resist balance shear force.

According to Indian standard code IS: 3370 1967 load factors against cracking and collapse should be not less than 1.2 and 2 respectively and IS: 3370 code is used for design factors of load factors.

Balanced failure develops when re is simultaneously tension yielding of prestressing steel and crushing of concrete, eccentricity of axial load is defined as balanced eccentricity E_b. and this eccentricity factor is used for various failures considering top and bottom fibers.

The effective punching area is generally contact area of anchoring device and bearing area is taken as maximum area of that portion of member which is geometrically similar and concentric to effective punching area.

According to ACI 318-1989, a minimum non prestressed reinforcement ratio of one percent should be provided in compression members with an effective prestress of lower than 1.55n/mm² and American code specifies various effective prestress in prestressed concrete members considering all factors and makes m economical.

Design tensile load, n_d = 500kn, f_ct = 15n/mm2, f_tw = 0, ? = 0.80
Area of concrete section = (N_d/ ? f_ct) = (500×10³/0.8×15) = 41500mm².

The maximum ultimate moment of resistance of a resistance of a rectangular section rectangular section according to Indian standard code IS: 1343-1980 is given by:
M_ud = 0.21f_ckbd², dimension based on this expression are minimum values and it often preferable to use a larger section because it means a saving on costly prestressing tendons.

Pre tensioned or post tensioned members with bonded tendons develop bond stresses between steel and concrete when sections are subjected to transverse shear forces due to rate of change of moment along length of beam and in case of type 1 and 2 members, which are uncracked at service loads, flexural bond stresses developed are computed by considering complete section.

The pitch of spirals is limited to a range of 25 to 75mm and spiral should be well anchored by providing at least 11/2 extra turns when splicing rar than welding of spirals is used and pitches of spirals are limited to certain ranges.

Due to presence of precompression, prestressed concrete is ideally suited for design of members subjected to axial tension and axial tension in a member depends upon direction of tension acting on a member and its reaction.