橋梁工程專業(yè)外文翻譯--橋梁的快速修復(fù)-橋梁設(shè)計-文庫吧資料
2025-01-27 05:48本頁面
【正文】 VI 橋梁的快速修復(fù) —— 圣彼得堡一座舊木橋 今年 的更換工作 在俄羅斯的圣彼得堡，崛起的交通水平 和發(fā)展要求促使一個舊的電車軌道橋被改造為一個斜拉橋。 construction began at the end of that year. The structural concept of the bridge was approved based on the parison of technical and economical options. One of the main restrictions was the strict limitation on the superstructure construction depth. On the one hand, it was limited by the need to maintain III underbridge clearance for navigation, while on the other hand the deck level was governed by the height of Admiral Lazarev Embankment, which could not be raised, according to the requirements of the mittee for protection of monuments. To meet these almost inpatible conditions it was necessary to make the longitudinal profile of the deck with a vertical curve of radius 1,000m, a radius which is allowable only for very constrained conditions. But even with this minimum vertical curve radius, the limitation for the deck construction depth remained fairly strictit had to be at the maximum. This condition could be met either by a classic fivespan continuous beam scheme or by a cablestayed system. The costs of both options are practically the same but the cablestayed option was preferred as it was considered more attractive from the architectural point of view. Another benefit was that it would take less time for construction as there was no need for intermediate piers to be built in the river bed. The unconventional appearance of the structure, particularly the shape of the tower and its asymmetric arrangement with its single span, put demands on the design abilities of the engineers from JSC Institute Strojproect, requiring them to cope with nonstandard problems. One such problem was the need to provide the required rigidity to the deck while at the same time minimising its weight in order to decrease the moments in the tower elements and balance the system. Hence a singlespan cablestayed bridge with steel deck, orthotropic carriageway slab and a steel tower was selected for construction. The deck is supported by two rows of stays, with five stays in each row. The cable stays pass through the tower and are anchored in the reinforced concrete slab of the counterweight which is located beyond the bridge abutment on Krestovsky Island. The front arch of the tower, which is inclined towards the riverbed, carries the dead anchorages by which means the cable stays and backstays are secured. Tensioning of both sets of cables was carried out by means of active anchors located at the deck and in the counterweight slab. To minimise the total width of the deck, the anchorages are removed to the front surfaces of the main beams. The optimum force distribution in the tower elements was obtained by means of the arch shape that became sharper and elongated in the transverse section of the bridge. The deck consists of a system of l
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