## 1 Introduction  
The prestressed concrete girder bridge with corrugated steel webs (CSWs) is a novel type of composite structure. It is made with a folded steel web and concrete flanges. Accordingly, it combinesthe advantages of the mechanical properties of both concrete and steel and significantly increases the structural strength-to-weight ratio. Compared with traditional concrete webs, CSWs can solve the problem of web cracking and improve, to some extent, the span capacity. This novel structure, indeed, has many other advantages, such as low manufacturing cost, high prestressing efficiency and convenience for assembly construction. As a novel composite thin-walled structure, bridge girders with CSWs date back to the 1980s when the first bridge was constructed in France. They were widely applied in Japan soon afterward [1], such as the Shirasawa Bridge and Shintogawa Bridge shown in Figure 1 with a certain horizontal curvature. Since 2005, prestressed concrete girders with CSWs have been vigorously promoted in China, e.g., the Yuwotou curved girder bridge of Guangzhou Province and No. 3 East River curved bridge located in Sichuan Province. With the maturing of design theory of bridge girders with CSWs and improvement of the level of manufacture and construction, this new type of bridge is becoming increasingly competitive in medium and large bridge construction. Thus, CSWs can widely be used for highways, viaducts, and ramp girder bridges, adding a beautiful curvilinear appearance. As a type of a thin-walled structure, shear buckling is the controlling factor in the design process of beams with CSWs. Thus, many scholars have studied their buckling behavior, including local and global buckling, of prismatic girders with CSWs [2; 3; 4; 5; 6; 7; 8; 9; 10; 11; 12]. The global elastic shear buckling stress formulas of corrugated webs were given by [PERSON] [13] and [PERSON] [14] considering different buckling factors, and later, the formulas were applied to prismatic or non-prismatic girders with CSWs [15]. Based on a series of experiments, [PERSON] (1993) [2], and [PERSON] (2005) [3] held the view that shear forces were mainly carried by CSWs and that structural failure was caused by shear buckling of the steel web. [PERSON] (1997) found that stress in the CSW is generated only by the vertical shear forces, while the shrinkage, creep, prestressing and temperature of the upper and lower concrete flanges have little effect on the web [4]. [PERSON] et al. (2014, 2015, 2016) performed a theoretical study, primarily on the shear buckling behavior of tapered bridge girders with CSWs, and then obtained a strength design formula for these webs [15; 16; 17]. Subsequently, [PERSON] et al. (2017) numerically presented the nonlinear shear buckling response combined with the advantages of both high-strength steel and bridge girder with CSWs [18]. [PERSON] et al. (2017) experimentally and numerically studied the shear behavior of trapezoidal corrugated webs from the pre-buckling stage until ultimate failure [19]. Based on experimental and theoretical analysis, [PERSON] et al. (2016) first studied the shear stress distribution and shear deformation in non-prismatic beams with CSWs [20; 21; 22]. On the other hand, [PERSON] et al. [23] studied the nonlinear shear strength of curved composite plate girders with CSWs. The girders were assumed straight, in the first step of their design model, and the shear strengths of the girders were taken as the sum of the web buckling load, the web post buckling strength and the flanges contribution, besides that of the concrete slab. Then, this strength was extended to the curved girders with CSWs by applying a modification factor that considers the  
Figure 1: Shintogawa Bridge in Japan (completed in 2013): (**a**) Top view; (**b**) Side view. CSWs: corrugated steel webs. CSWs: corrugated steel webs. bending of the curved girders.