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NCHRP and Other Studies 1 High temperature, wind velocity, and low humidity during placement and ineffective curing appear to accelerate cracking Literature shows little evidence of cracking due to large de ections Corrosion of reinforcing steel within concrete is recognized as a signi cant problem facing present-day owners and engineers 2 A recent study by NCHRP on causes of bridge deck deterioration on the nation s bridges has shown typical deck deterioration and damages that may have resulted from vibration, excessive de ection, or fatigue: Transverse cracking The most common form of deck damage is due to plastic shrinkage of concrete, drying shrinkage of hardened concrete combined with deck restraint, settlement of nished concrete around top mat of reinforcement, and traf c induced vibrations Longitudinal cracking This occurs due to poor mix design, temperature changes, shrinkage or live load impact Multiple cracks occur due to pounding caused from wheel impact on rough surface and at deck joints Spalling Caused by corrosion of reinforcement, freeze/thaw cycles of concrete Surface scaling Improper nishing and curing Effects of deicing salts: Exposure to deicing chemicals and marine-sourced chloride is a signi cant cause of corrosion, playing a more detrimental role than originally anticipated 3 Krauss and Regale in 1996, after an extensive survey of US and Canadian bridges, concluded: Cracking is more common among multi-span continuous steel girder structures due to restraint Longer spans are more susceptible than shorter spans Design variables that affect cracking are size, placement, and protective coating of reinforcement bars Closely spaced small diameter bars with adequate cover of 1 to 3 inches would minimize cracking

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Issa and Issa in 2000 reported that the sequence of deck casting contributes to deck deterioration at early ages of concrete Bridge Deck Patching Survey by FHWA: Bridge deck rehabilitation projects are frequently subject to large variations between the amount of deck repair shown on the plans and the actual deck repair work completed The primary purpose of this review is to evaluate the effectiveness of current policies, practices, and procedures that the (STA) Department of Transportation (DOT) implements in estimating and tracking the quantities for bridge deck patching In 2001 the DOT issued new mixture requirements for Portland cement concrete patching The secondary purpose of the review is to evaluate the usage of these new mixtures and the possible need for additional high early strength mixtures 4 STA introduced the use of four new concrete mix designs for bridge deck patching The mix designs are PP-1, PP-2, PP-3, and PP-4 Contractors may minimize patch cure times before opening lanes to traf c The procedures and practices followed often vary from agency to agency The survey will also cover curing methods and time allowed for curing before opening to traf c Methods used by agencies to estimate deck repair quantities include: Deck survey NBIS/PONTIS reports Delamination survey Ground penetrating radar Infrared thermography Other methods

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Load Rating and Fatigue Evaluation The approach should include an independent load rating and fatigue evaluation report to determine the remaining useful life of the bridge

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