Study of vertical bending vibration behavior of continuous prestressed concrete box girders with corrugated steel webs

Abstract

Prestressed concrete girders with corrugated steel webs have received considerable attention in the past two decades due to their light self-weight and high prestressing efficiency. Most previous studies were focused on the static behavior of corrugated steel webs and simple beams with corrugated steel webs. The natural frequencies are very important characteristics when evaluating the dynamic responses of a bridge under external loads; however, very few studies have been conducted to investigate the dynamic behavior of full prestressed concrete girders or bridges with corrugated steel webs, and no simple formulas are available for estimating the natural frequencies of prestressed concrete girder bridges with corrugated steel webs. In addition, experimental work on full-scale bridges or scale bridge models is very limited. In this article, formulas for predicting the vertical bending vibration frequencies of prestressed concrete box girders with corrugated steel webs are proposed based on Hamilton’s energy variational principle. A one-tenth scale model is developed for an existing prestressed concrete box-girder bridge with corrugated steel webs. The frequencies predicted by the proposed formulas are compared to the finite element analysis results and also the experimental results from the scale bridge model. Good agreement is achieved between these results, indicating that the proposed formulas can provide a reliable and efficient tool to predict the vertical bending vibration frequencies of prestressed concrete box-girder bridges with corrugated steel webs.

Dynamic Behavior of Externally Prestressed Continuous Beam considering Second-Order Effect

“…In equation. (21), C p1 is much less than 1 for one or more deviators (n ≥ 5 in Tables 2 and 3) along beam span; usually P 0 t ≪ EI(π/l) 2 the critical load of stability, EP effect, or C p1 P 0 t on ω 1 is slight. For high-order frequencies ω i , i ≥ 2, C pi values increase, but the high-order critical loads of stability EI(iπ/l) 2 increase more rapidly, and EP effect on high-order frequency is also slight.…”

“…e first-order tendon deformation is caused almost only by the first symmetric mode, very little by other symmetric modes; therefore, the stiffness of tendon E t A t mainly increases the frequency of the first symmetric mode (ω 2 ) and slightly influences the frequency of the other symmetric modes (ω 4 , ω 6 ...) in equation (22). e stiffness of tendon E t A t does not influence the frequencies of the antisymmetric modes (ω 1 , ω 3 ...) in equation (21). Comparing ω 2 values of M① among 8 beams, it shows that as the eccentricity and tendon area increase, ω 2 values increase, but ω 2 values are slightly related to the tendon A or B layout, so the influence of tendon layout linear transformation on the frequency is negligible.…”

“…Simsek and Kocaturk [20] treated the eccentric EP as N and a couple, and the EP effect is equivalent to N effect. Ji et al [21] proposed sophisticated formulas to predict the vertical bending vibration frequencies of prestressed concrete box girders with corrugated steel webs based on Hamilton's energy variational principle. e effects of external tendon and EP were not taken into consideration.…”

Modified rotating-angle softened truss model for composite box-girder with corrugated steel webs under pure torsion

“…Up to now, a great deal of basic research has been conducted on flexural and shear performance of CBGCSW, as well as on buckling of CSW (Chan et al, 2002; He et al, 2014; Ji et al, 2016; Sayed-Ahmed, 2001), while only a little research has been carried out with respect to the torsional performance, especially in nonlinear analysis. Yang et al (2012) and Ma et al (2016) have indicated that Second Theory of A.A Umanskii can well predict the torsional performance of CBGCSW in elastic stage.…”