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Jiusha Bridge in Hangzhou city, China, is an asymmetric spatial butterfly-shaped steel arch bridge. The bridge deck and steel arch rib form a half-through structure at one end and a through structure at the other. The bridge sits on a soft soil foundation with poor thrust resistance; therefore, different force transmission structures adopted at the...
Contexts in source publication
Context 1
... east side of the main bridge is a through structure with the arch feet connected to the deck beam with a longitudinal sliding bearing. The elevation and plane layout of main bridge are shown in Figure 2. The basic components of the bridge are steel box arch ribs, wind bracings, longitudinal beams, transverse beams, orthotropic steel bridge decks and extruded epoxy-sprayed steel stranded hangers. ...
Context 2
... middle arch foot at pier 8 (see Figure 2) on the east side is connected to the rigid transverse beam of the bridge deck and a longitudinal sliding bearing is arranged at the beam bottom of the through end of the asymmetric steel arch bridge to Investigating asymmetric spatial butterfly-shaped steel arch bridges: a case study Sun, Xie and Liu ...
Context 3
... middle arch foot at pier 7 (see Figure 2) on the west side is connected to the main beam and then extends into the lower foundation to form a rigid connection that is supplemented by diagonal braces and tie rods to reduce the internal force of the main beam (see Figure 9(c)). The cross-section of the arch foot is an inverted trapezoidal gradient box; the top width of the root section of the arch foot is 2·127 m, the bottom width is 1·927 m, the height is 2·07 m and the plate thickness is 60 mm. ...
Context 4
... In view of the difficulty in processing the spatially varying sections of steel arch ribs, 3D spatial lofting and 3D unfolding were used to simulate the on-site processing: a 3D processing model was constructed and segmented to make unfolded drawings and carry out blanking. In addition, the processing precision of the obliquely Figure 12. Completion of the asymmetric butterfly-shaped steel arch bridge structure system conversion ...
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Citations
... For the special-shaped spatial arch-rib system, [29][30][31][32] the focus has been on the outward-inclined asymmetric steel arch bridge and the establishment of the spatial finite element model to study the mechanical behaviors of the main loadbearing structures including the arch ribs, hangers, and steel box girder. The asymmetric spatial butterflyshaped steel arch bridge was analyzed in [33,34], which shows that asymmetry does not change the rationality of the bridge structure. Based on the Yingzhou Bridge, Cheng [35] and Ma [36] developed a validated simplified FE model, and then the bridge's stability, ultimate load-carrying capacity, and seismic performance were studied, considering the original design and several modified designs. ...
The Loushui River Bridge is a mountainous long-span steel truss arch bridge with high and low arch seats. The design and construction of the bridge follow the principle of minimizing environmental damage and promoting sustainable development. In this article, the mechanical performance of this bridge is investigated experimentally and numerically at both the construction and operation stages. A series of validated finite element models were established for linear and nonlinear analyses by introducing geometric imperfections, geometric nonlinearities, and material nonlinearities. Then, several optimized models based on different types of design are compared with the original structure. The results indicate that the stability of the asymmetric bridge met the design requirements in both the construction and operation stages. However, the lateral stability and stiffness of the asymmetric bridge are weak due to the wind hazard that occurred in its mountain ravine. The out-of-plane instability from the short half-arch is the dominant failure mode, and the weakest area is where the arch ribs intersect with the bridge deck. It can be solved by adding more cross bracings without affecting the clearance above the bridge deck or by improving the material intensity of the arch.
... Through pre-tensioned hangers the bending moment diagram in the arch and deck can be modified even for dead loads, because metallic hangers can be considered equivalent to elastic restraints in which the vertical force can be modified; hence the deck bending moment diagram depends strictly on the hanger forces. When instead rigid hangers are adopted with non-zero bending stiffness (Sun et al., 2020), pretension is generally impractical and the global behaviour is similar to that of a truss. ...
The behaviour of tied-arch bridges with composite decks (bowstring bridges) is overly sensitive to the different choices made by the designer in the first phases of the conceptual approach, mainly in the design of the arch and the deck. The geometry of the arch shape, the design of the arch-tie joint and the construction sequence can significantly modify the global behaviour in terms of stress state and deformed configuration. After a general discussion on the different parameters affecting the behaviour of bowstring bridges with steel-concrete composite decks, the consequences of choices made in the conceptual design phases are discussed, analysing the effects of each choice on the global behaviour of the bridge with particular focus on the potential of significant concrete slab cracking and on the reinforcement amount to be used in the deck slab for limiting the crack widths. Acting on geometry, materials and construction sequence, the bridge behaviour can be optimised, and examples of this approach are shown on two actual cases of bridges in Southern Italy.
