Calibration of AASHTO LRFD Concrete Bridge Design Specifications for Serviceability (2014) / Chapter Skim
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List of Tables TABLE F-1 Geometrical properties of the prestressed beams (Nawy and Potyondy,1971)
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F F.1 Comparison of Crack Width Prediction Equations for Prestressed Concrete Members This section presents a review and comparison of various prediction equations for the maximum crack width in prestressed concrete members. Test data from various sources were used in the comparisons.
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df = stress in the prestressing steel when the modulus of rupture of concrete at the extreme tensile fibers is reached, ksi. = , ksi TABLE F-1 Geometrical properties of the prestressed beams (Nawy and Potyondy,1971)
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where sf∆ is the net stress in prestressing steel, or the magnitude of tensile stress in normal steel at any crack width level. Please note the units for sf∆ in Equation (F-4)
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= ratio of distance from neutral axis of beam to concrete outside tension face to distance from neutral axis to steel reinforcement centroid. = increase in stress in the prestressing steel beyond decompression state, ksi.
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(F-7) where, = area of concrete in tension, mm 2.
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sE = the design value of modulus of elasticity of reinforcing steel ,ct efff = the mean value of the tensile strength of the concrete effective at the time when the cracks may first be expected to occur: ,ct eff ctmf f= or lower, ( ( )
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maximum crack width with the only. The equation developed by Nawy and Huang (1977)
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FIGURE F-2 Comparison of the measured and predicted maximum crack widths using equations developed by Nawy and Huang (1977) and Bennett and Veerasubramanian (1972)
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FIGURE F-4 Comparison between the measured and predicted maximum crack widths using equations developed by Nawy and Huang (1977) and Rao and Dilger (1992)
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References Bennett, E.W.
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