ADVANCED MATERIALS & PROCESSES | JULY 2026 21 was effectively utilized in structural elements, enhancing resistance along principal stress directions—conceptually comparable to fiber alignment in natural materials such as wood. Rather than leading to generalized degradation, this heterogeneity contri- butes to a nonuniform and relatively slow corrosion process. The fibrous structure can influence corrosion prop- agation, sometimes acting as a barrier or redirecting corrosion paths, which may help explain the long-term dura- bility observed. A vibration study was conducted to determine the fundamental fre- quency of the first span, enabling comparison with a computational model and establishing a baseline for future monitoring, including potential seismic effects (Fig. 10). The bridge is located in Mendoza, within an Andean desert climate characterized by high thermal variations, low relative humidity, and seismic activity, conditions that influence both corrosion behavior and structural response. Because the bridge consists of six identical spans, the measurements allow comparison between spans to assess relative damage. Measurements have been completed for the first and second spans. Figure 11 shows the Fourier spectrum, while Table 3 presents the vertical vibration frequencies under traffic and no-traffic conditions. DURABILITY BY DESIGN, CHANCE, AND CARE The long-term survival of the Mendoza iron bridge is not the result of a single factor, but rather the outcome of a complex interaction between material characteristics, historical de- sign decisions, environmental conditions, and successive interventions. The intrinsic behavior of wrought iron, particularly its fibrous micro- structure and capacity to accommodate TABLE 2 — MECHANICAL TESTING RESULTS Tensile test Charpy test Breaking load: 66,770 N 13 J Intensity of breaking (breaking stress): 352 N/mm2 12 J Yield load: 50,409 N/mm2 10 J Yield strength (elastic limit): 266 N/mm2 Average value: 11.7 J Elongation: 11.5% Fig. 11 — The Fourier spectrum for the first and second spans. TABLE 3 — VERTICAL VIBRATION FREQUENCIES UNDER TRAFFIC AND NO-TRAFFIC CONDITIONS Frequency values with traffic, Hz Frequency values without traffic, Hz 3.64 3.72 4.89 5.79 7.47 7.79 12.12 12.16 15.51 15.75 19.05 19.14 Fig. 10 — Vibration studies enabled comparison with computation models and established a baseline for future monitoring.
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