The bridge amounts to a total length of 587.25 m. The arch span measures 261 m and the midspan sag is 36.944 m, which determines a span-to-rise ratio of 1/6.77. The arch is embedded in two large plinths that allow the diffusion of the load over the affected ground by means of direct foundations. Tallest pier is 67m high.
The cross section is a box girder with a variable depth ranging from 2.80 m at mid-span to 3.40 m at the ends. The box girder width is also variable ranging from 6.00 m in the centre of the arch to 12.00 m at the foundations, which is the width required to resist the great bending moments of the vertical axis produced by the plan curvature of the arch and the crosswind. The box girder walls range from 0.60 to 1.35 m. The upper deck span distribution is 32.625+12×43.50+32.625 m.
The piers P-6 to P-11 are supported on the lower arch structure. The deck is made of a 3.00 m deep box girder (which determines a 1/14.50 span-to-rise ratio), a 5.00 m wide lower slab, a 6.50 m wide upper one, and series of segments that complete the total section width of 14.20 m. The web thickness is 0.50 m. The webs are thickened over the piers until reaching a total thickness of 1.27 m, to allow the anchoring of the service prestressing cables. The lower slab is 0.30 m thick.
|Plan and Elevation of the Arch Bridge
The arch was built by the incremental cantilever method and temporarily supported by stay cables that were anchored onto an auxiliary pylon structure built on the temporary and permanent piers.
A total of 54 large trucks were involved in load tests performed on the viaduct by the AVE between Madrid and Valencia will save Contreras Reservoir, between the provinces of Cuenca and Valencia. Railway Infrastructure Administrator (ADIF), tested and confirmed that this infrastructure has resisted a total of over 2,000 tons. The tests developed consisted of a first phase in which the board has been subjected to the weight of 54 trucks of 40 tons, which have been placed under different hypotheses to corroborate the response of the structure against the loads. In a second phase, has performed a first test dynamic load, in which the validity of the response of the structure against moving charges is checked. DESIGNER Carlos Fernández Casado (Eng. Javier Manterola), MAIN CONTRACTOR UTE Embalse de Contreras (AZVI + Ctra. San José), VIADUCT SUBCONTRACTOR Estructuras y Montajes (Grupo Puentes)