[雙語翻譯]--橋梁工程外文翻譯--昂船洲大橋的主塔、主梁結(jié)構施工介紹（原文）

1、See discussions, stats, and author profiles for this publication at: https://www.researchgate.net/publication/245281863Engineering the Tower and Main SpanConstruction of Stonecutters BridgeArticle in Journal of Bridge

2、Engineering · March 2010DOI: 10.1061/(ASCE)BE.1943-5592.0000042CITATIONS8READS4293 authors, including:Guido MorgenthalBauhaus Universität Weimar89 PUBLICATIONS 215 CITATIONS SEE PROFILEAll in-text reference

3、s underlined in blue are linked to publications on ResearchGate,letting you access and read them immediately.Available from: Guido MorgenthalRetrieved on: 27 August 2016etry. The jump form, Fig. 5, comprised a self conta

4、ined ‘bird cage’ incorporating all access platforms necessary for rebar fix- ing, formwork fixing and striking, concrete pouring, curing and the application of the silane protection coating. Concrete opera- tions were ca

5、rried out by means of a skip lifted by tower crane because the height of the tower prohibited the use of concrete pumps. The concrete was placed evenly in layers around the cir- cumference of the tower. Jumps were 4 m hi

6、gh and the standard cycle time was 6 days.Upper TowerThe Upper Tower, the 118 m long section where the stay cables are anchored, is a composite structure with a stainless steel skin of 20 mm thickness at the outside and

7、carbon steel anchorage boxes at the inside. The stainless steel skin also functioned as outer formwork and was delivered to site as two half shells, Fig. 7. The stainless steel skins and anchorage boxes needed to be of e

8、xact geometry within themselves and relative to each other. The Upper Tower geometry is determined by these steel items, be- cause the erection on-site proceeded by stacking up lift by lift with no means for geometry adj

9、ustment. The skins and boxes were hence fabricated in a yard by match assembly, Fig. 6. Three boxes and skins were erected on top of each other, carefully checked for geometry, then disassembled and the top unit retained

10、 as the bottom for the next trial assembly. This allowed for the final geometry of the Upper Tower to be established in the yard. Subject to no assembly errors being made, this geometry wouldbe accurately replicated on-s

11、ite. This approach, which had to im- pose stringent tolerances on the assembly in the yard, has lead to a very efficient and seamless erection on-site of the very complex Upper Tower. At 175 m elevation the interface to

12、the Upper Tower was con- structed with special caution. Owing to the erection method de- scribed above, the first stainless steel skin had to be set strictly horizontal to relative tolerances of less than 2 mm. Anchor bo

13、lts were cast into the last lift of the Lower Tower, which the flange at the bottom of the skin was then set out on. Adjustments were made on the nuts during careful surveying. With the outer formwork disassembled, the e

14、rection proceeded with the erection of the skins, delivered with temporary bracing to retain their shape under lifting conditions. The first four lifts did not feature anchor boxes with the lowest three cables being an-

15、chored in concrete corbels. Subsequently, the anchor boxes were placed, running one lift ahead of the skins and concrete pours, Fig. 7. The skins and anchor boxes were lifted with the tower crane, defining its required l

16、ifting capacity of 28 t. No attach- ments were allowed to the surface of the stainless steel skins, which necessitated the design of circular bracing beams to pro- vide intermediate support points of the crane mast. Deck

17、 erection started before the towers were complete, leading to erection concurrent with Upper Tower construction. This lead to a more complicated geometry control for the tower, but the erection method with match assemble

18、d steel segments automati- cally ensured a tangential construction even of a deflected tower. In the top of the Upper Tower a room was built for possibleFig. 1. Artist’s impression of completed bridgeFig. 2. Configuratio