Control Station 3.7 [CRACKED] Crack
Control Station 3.7 [CRACKED] Crack
Control Station 3.7 Crack
When the influence of the resin aging factor is neglected, the predicted longitudinal crack growth is governed by a quadratic equation where m is the crack spacing and n is the crack depth. The crack opening, J, can be determined using the quadratic equation. When compared with the in situ measured data, the following formula can be considered the equation that best represents the relationship between crack opening and the cracking rate in the concrete under the fatigue conditions in this study: J = 30.49 + 0.2418C. The range of crack width versus crack depth under the concrete fatigue condition is quite small; hence, the crack opening versus time can be approximately represented by J2 = 30.49(1-0.0012C). The crack rate corresponding to the time-to-failure data has a value of 0.0003.(-0.0001)Ogy, which is approximately equal to 50.(-5)mm/y. When a linear crack in concrete is made tensile, the crack rate is likely to be accelerated. This implies that the longitudinal crack growth rate decreases with the cracking rate.
If an early prognosis of crack width is required, an appropriate thickness of the slab can be used. In general, the shape of a crack in concrete can be approximated by a variation of the quadratic formula known as the Anderson model. This model was first introduced in a report entitled “The nature of long-term concrete deterioration” published by the Society of Concrete Technology (now known as the American Concrete Institute) in 1970.
The fracture toughness at the crack faces of the pavement edges is commonly regarded as a critical parameter to the durability of the pavement. A lack of fracture toughness at the crack faces can induce premature failure of the CRCP. Fracture toughness can be a key property of the concrete that contributes to low-cycle cracking. It should be noted that proper selection of the concrete mixture can improve the durability of CRCP.
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