橋梁設(shè)計外文翻譯--荷蘭跨線高架橋-預(yù)覽頁
【正文】 fects. At the location of one of the intermediate supports, bridge section VI is suspended from apylon construction where the bridge is also fixed horizontally. Due to the high stiffness of thisconstruction, this determines the free expansion length to the abutment. This length is greaterthan 60 m, the maximum free expansion length to an abutment for ballasted track. For thisreason two pensation welds are used at the abutment. Prestressing The Ushaped bridges are constructed from prestressed concrete. The following can be distinguished: longitudinal prestressing in the Ushaped beams, through which the beam’s ownweight, the permanent load and the working load are diverted。 ballast elements。 a polder drainage pool。 two future tracks。 508 mm with a wall thickness of 16mm. The piles are filled with concrete and fitted with reinforcement. The use of steel pipepiles for the abutments was made necessary by the settlement of the connecting raised trackbeds as a result of the pressible subsoil which might subject the piles to bending. Prestressedconcrete driven piles turned out not to be able to absorb these bending moments. The columns under the Ushaped bridge ends are coupled crossways with a beam constructiondue to the horizontal forces that are diverted there via the guiding constructions. In order to be able to quantify the interaction of the track with the substructure, a tracklongitudinal forces program has been developed in which the whole system is divided intodiscrete ponents by means of the following elements: rail elements。 pile elements。 400 mm through the m wide Ushaped beams. This provided much concernwith respect to acmodating the eight prestressing cables, the shear forces that arise andthe soft steel reinforcement connected with this as a result of the bending of the tensiontrajectories through this deformation. The criterion for the maximum permissible stress (0,45f39。 7 mm, FeP 1670. Load on the cables: the six cables absorb a maximum reactive force of 20970 kN, 22% of whichis causedby the working load。 fatigue criteria。這座單線高架橋全長 ，交叉角 10度，全橋懸吊于一個下面可通過兩條鐵路的塔式吊架上。 ： 這座高架橋必須跨越如下幾部分： 兩條既有線； 兩條新建線； 城市污水排放系統(tǒng)； 一條地下通道。 在施工期間，現(xiàn)存線路以及下面通過的線路都必須仍然正常運營，而且排水系統(tǒng)的排水量不能受限。 第二段到第五段都為 長。 長 167m的第六段跨越了兩條既有線和兩條新建線。軌底位于兩寬 邊界凹槽內(nèi)。為了承受由溫度變化引起的梁長變化，在第六段與軌床之間使用了兩個補償式焊縫，用以過渡。在這種情況下，經(jīng)常使用“涼亭式”建筑，沿線路布置一長排支柱，用它來支撐與線路正交的混凝土橋面板。這是荷蘭第一座這種樣式的橋。索纜經(jīng)由管道通過橋體到達橋背與斜向塔柱相交處。在它們的末端，橋段水平方向通過鋼制建筑承擔(dān)水平?jīng)_擊力和離心力。預(yù)制混凝土長度在 13m到 18m之間變化，寬在 。經(jīng)證明預(yù)應(yīng)力鋼筋混凝土不能承受這種彎矩。然而，假如橋面線膨脹變的太大，在軌道相接處，補償焊縫這種能自由變形的補償建筑就必須得到使用。這個長度比道碴面橋臺的最大膨脹長度 60m還大。 對 167m長的交 叉梁段六，可選擇直徑 152mm，極限張拉應(yīng)力 1860Mpa 的27 束縱向預(yù)應(yīng)力鋼絞線。 梁體內(nèi)平均預(yù)應(yīng)力大約在 。 縱橫向固定 U型橋體的水平梁承擔(dān)縱向力（制動力、起動力）和橫向力。 這種不能承擔(dān)全預(yù)應(yīng)力的連接適合圓錐形的銷釘，以確保支座居中，即使連接被解除。纜索經(jīng)由鋼管道，穿過橋體和塔架。
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