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Concrete Arch Bridges
Published in Hulya Sonmez Schaap, Köpriyet: Republican Heritage Bridges of Turkey, 2023
The structural arch was an invention of human ingenuity long before modern engineering had been established. The first arch forms were corbelled, which indeed worked in a different principle to what we normally think of as a stone-built arch; they cantilever out progressively with each layer until the gap is closed at the top. Later arches, also called true arches, are formed by stone voussoirs, held in place by the friction between them and forming an arch shape. The deadweight of the arch is resisted by the lateral thrust at the springing. Therefore, the arch is sometimes defined as a structure that withstands the thrust at both ends.
Arches
Published in A.I. Rusakov, Fundamentals of Structural Mechanics, Dynamics, and Stability, 2020
The vertical drawn from the crown to the support line is referred to as the arch rise. Also, the term “arch rise” is used for the height of elevation f of the crown hinge over the support line and distance f′ from the median hinge to the support line (Figure 4.1). Further, we employ this term for distance f′ and elevation height f of the crown hinge we call the arch vertical rise.
More Uniform Distribution of Internal Forces
Published in Tianjian Ji, Structural Design Against Deflection, 2020
Figure 5.9 shows the Manchester Central Convention Complex that has a distinctive arched roof with a span of 64m. The Complex was originally designed in 1880 and subsequently used as the Manchester Central Railway Station. The roof arches were made of wrought iron. Arches are effective structures as they transfer applied loads mainly through compression, rather than by bending, to their supports. However, arches normally generate large horizontal forces at supports, which require large foundations. Normally pinned supports are provided at the two ends of an arch to resist both vertical and horizontal forces. It can be observed on the arch shown in Figure 5.9 that there are two substantial horizontal members, one toward the bottom of the arch and one around mid-height of the arch. The self-weights of the two horizontal members are transmitted through the vertical bars to the arch. The two horizontal members have large axial stiffnesses and effectively act as internal spring supports to the arch in the lateral direction, which restrains lateral deformations of the arch and balances part of the horizontal component of the internal forces in the arch. This in turn reduces the internal forces in the arches and reduces the horizontal thrusts at the arch supports.
Out-of-plane buckling of functionally graded porous arches reinforced by graphene platelets in a thermal environment
Published in Mechanics of Advanced Materials and Structures, 2023
Lulu Liu, Zixiang Zhang, Airong Liu, Jie Yang
Arches have been extensively applied in practical engineering owing to their high bearing capacity, strong spanning capacity, and graceful shape. It is of great importance to investigate the stability of the arch because it is easy to lose its in-plane [13–15] or out-of-plane [16–18] stability under the action of loads in various environments. The out-of-plane buckling of homogeneous arches has been studied deeply hitherto. Applying the Ritz technique, Pi et al. [19, 20] obtained the theoretical solution of the out-of-plane buckling load for the arch with out-plane pin-ended constraints under the central concentrated load. Assuming that the lateral displacement function of the out-plane fixed arch is a second-order Fourier series, the theoretical solutions of the out-of-plane buckling load of fixed arches under central concentrated load are obtained by Liu et al. [21]. Papangelis and Trahair [22] conducted an out-of-plane buckling test for the aluminum arch under a concentrated load, and the experimental results are verified by the FE results. Considering the shear deformation, Lu et al. [23, 24] obtained the theoretical solution of the out-of-plane buckling load of the arch under a localized radial uniform load and an arbitrary radial concentrated load. Moreover, Liu et al. [25, 26] analyzed the out-of-plane buckling behavior of arches with the monosymmetric section under the central radial concentrated load and the localized radial uniform load. The results show that the influence of monosymmetry parameters on the buckling load is significant.
Applied Element Modelling of the Dynamic Response of a Full-Scale Clay Brick Masonry Building Specimen with Flexible Diaphragms
Published in International Journal of Architectural Heritage, 2020
Daniele Malomo, Rui Pinho, Andrea Penna
Masonry lintels of different geometries were built above all openings. They consisted of flat-arches constituted by vertically placed cut bricks with stretchers facing outwards, supported by 100 × 50 mm timber beams (see Figure 3). The lintel trapezoidal shape has been faithfully reproduced numerically, even though the actual brickwork could not be explicitly represented. It is herein noted, indeed, that the current version of the AEM software used in this work only allows the representation of a standard stretcher bond pattern, as further discussed in the following sections. Hence, lintels were modelled as an assembly of elastic beams (to which were assigned timber material properties) and equivalent homogenised masonry elements, finely subdivided both longitudinally and transversally for accounting for potential flexural and shear cracks. Interlocking phenomena among walls were implicitly represented, as gathered from Figure 3, according to the simplified approach proposed by Malomo (2019). These modelling assumptions, which effectiveness will be investigated in detail in the subsequent sections, resulted in a significant reduction of the computational burden, given that the contribution of several structural elements was accounted for in a simplified way. For future comparisons, it is worth mentioning that performing the whole incremental dynamic analysis took approximately 6–8 hours (CPU Intel Core i7 7820x, 64GB DDR4, SSD M2-960-EVO), which seems reasonable especially if compared with other discrete element procedures (e.g. Galvez et al. 2018), also considering that the model featured more than 70000 DOF.