The shear failure probabilities of reinforced concrete beams have been investigated by Monte Carlo technique. The shear strength provided by the concrete is based on the theoretical model developed by Tureyen and Frosch (2003). The random variables included in this study are the strength of concrete, the strength of reinforcing steel, the dimension of cross-section, the model error of theoretical shear strength provided by the concrete, and the loading. This study shows that based on the new material statistical data (2003) in North America, the shear failure probabilities are acceptable for beams designed using the ACI 318-02 Code. Based on the old material statistical data (1979) in North America the shear failure probabilities of beams designed using the ACI Code are relatively high. For the safety of shear design of reinforced concrete beams, the ACI 318-02 Code is better than the ACI 318-99 Code.
In this study, the effect of bonding surface conditions on the strength evolution of Cu/Cu joints during ultrasonic welding was investigated. Lap shear tests and microstructure characterisation revealed that contact area formation could be affected by bonding surface conditions and clamping force. That is, the fraction of contact area quickly evolved with smoother bonding surfaces, leading to a rapid strength increase to base metal fracture (1100 N of lap shear load after 1.0 s of welding). Comparatively, rough surface combinations exhibited a slow strength evolution owing to a lower fraction of contact areas. To overcome this situation, a higher clamping force was employed to facilitate contact area formation (1100 N of lap shear load after 0.5 s of welding).
This paper aims to investigate the failure probability of short high-strength concrete tied columns using the Monte Carlo technique. The random variables considered in this study are the strength of concrete, the strength of steels, the cross-section dimensions, the location of the steel reinforcement, the variability of strength model and the loads. The results show that the failure probabilities of high-strength concrete columns designed according to the ACI Code are relatively high. The current ACI Code may not be conservative for design of short high-strength concrete tied columns.
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