中科新闻网莫洛托夫和布琼尼:各位土木的兄弟姐妹们,帮忙翻译一下吧,非常感谢!
来源：百度文库 编辑：中科新闻网 时间：2024/05/08 10:42:06
Golden Jubilee Footbridges, London, UK
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Articulation
The inclined pylons themselves are each restrained by 8 N back stay , comprising 64 mm nominal diameter high tensile bars, connected to a nodal steelwork fabrication resembling a “cotton reel ”. Lateral restraint to the deck is provided at each pylon position by pairs of struts connecting with the
“Cotton reel”fabrication. These “cotton reel ”elements act as nodal connections for a complex framework of tubular steelwork strut and tie members which are in turn anchored to the new footbridge foundations that surround, but are not connected to , the existing railway bridge caisson. It was important to ensure the new bridges did not impart any additional loading on the old structure, and so a gap was introduced and maintained between the foundations of the two structures, preserving the ability of the old bridge to articulate independent of the new footbridges .In order to prevent building in additional “lack of-fit” stresses into this anchorage framework, the tubular members were fabricated with an internal sliding adjustment capability, to accommodate fabrication and construction tolerances, which ultimately was fully welded on site once each element had been correctly aligned .
Maintenance-free movement joints were introduced; comprising large diameter stainless steel dowels cast into the deck at the South Embankment, and also at the point of contra-flexure in the main span adjacent to the North Embankment .The movement joint was moved away from the North Embankment end of the bridges to simplify the detailing of the north termination structure. The earlier repositioning of the river and onto the embankment, resulted in considerable uplift forces at the northern end of the bridges due to the now very short final back spans. These uplift forces would have been extremely difficult to accommodate effectively within a movement joint detail appropriate for a 315m bridge. The main longitudinal restraint is provided at the Surrey Pier, where two asymmetric pylons are interconnected by a framework of tubular steel struts and ties, anchoring the deck to the pylons’ caisson foundation. Additional longitudinal restraint is provided at the stair/lift termination structures at the northern end of the bridges.
.
Articulation
The inclined pylons themselves are each restrained by 8 N back stay , comprising 64 mm nominal diameter high tensile bars, connected to a nodal steelwork fabrication resembling a “cotton reel ”. Lateral restraint to the deck is provided at each pylon position by pairs of struts connecting with the
“Cotton reel”fabrication. These “cotton reel ”elements act as nodal connections for a complex framework of tubular steelwork strut and tie members which are in turn anchored to the new footbridge foundations that surround, but are not connected to , the existing railway bridge caisson. It was important to ensure the new bridges did not impart any additional loading on the old structure, and so a gap was introduced and maintained between the foundations of the two structures, preserving the ability of the old bridge to articulate independent of the new footbridges .In order to prevent building in additional “lack of-fit” stresses into this anchorage framework, the tubular members were fabricated with an internal sliding adjustment capability, to accommodate fabrication and construction tolerances, which ultimately was fully welded on site once each element had been correctly aligned .
Maintenance-free movement joints were introduced; comprising large diameter stainless steel dowels cast into the deck at the South Embankment, and also at the point of contra-flexure in the main span adjacent to the North Embankment .The movement joint was moved away from the North Embankment end of the bridges to simplify the detailing of the north termination structure. The earlier repositioning of the river and onto the embankment, resulted in considerable uplift forces at the northern end of the bridges due to the now very short final back spans. These uplift forces would have been extremely difficult to accommodate effectively within a movement joint detail appropriate for a 315m bridge. The main longitudinal restraint is provided at the Surrey Pier, where two asymmetric pylons are interconnected by a framework of tubular steel struts and ties, anchoring the deck to the pylons’ caisson foundation. Additional longitudinal restraint is provided at the stair/lift termination structures at the northern end of the bridges.
金黄周年纪念人行桥, 伦敦, 英国
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清楚的发音
倾斜的定向塔每个由8 N 后面逗留克制, 包括64 毫米有名无实的直径高的拉伸酒吧, 连接到一项交点钢铁制品制造类似..cotton 卷轴.. 。 侧向克制对舱板被提供在各个定向塔位置由对高视阔步连接用
..Cotton reel..fabrication 。 这些..cotton 卷轴..elements 作为交点连接为筒形钢铁制品高视阔步一个复杂框架和栓反过来停住对新人行桥基础围拢, 的成员 但不被连接对, 现有的铁路桥储气装置。 它重要保证新桥梁没有给予任一另外的装货在老结构, 并且空白被介绍了和如此被维护了在二个结构的基础之间, 保存老桥梁的能力明确表达独立新人行桥。为了防止大厦在另外的..lack fit.. 重音入这个定住框架, 筒形成员被制造了以内部滑的调整能力, 容纳制造和建筑容忍, 哪些曾经充分地最后被焊接了在站点各个元素正确地被排列了。
免修护运动联接被介绍了; 包括大直径不锈钢定缝销钉熔铸了入舱板在南堤防, 并且并且在弯曲在主要间距在北部堤防附近。运动联接从桥梁的北部堤防末端被移动简化选派北部终止结构。 更加早期改变位置河和堤防, 非常突然导致可观的进步力量在桥梁的北末端由于现在决赛后面间距。 这些进步力量极端难有效地容纳在运动联接细节之内适当为315m 桥梁。 主要纵向克制被提供在萨里码头, 那里二座不对称的定向塔由筒形钢高视阔步和领带框架互联, 停住舱板对pylons.. 储气装置基础。 另外的纵向克制被提供在台阶举终止结构在桥梁的北末端。