世界桥梁
世界橋樑
세계교량
World Bridges
2015年
6期
1-5
,共5页
斜拉桥%钢桁梁%顶推施工%墩旁托架%临时墩%导梁%架梁吊机%有限元法
斜拉橋%鋼桁樑%頂推施工%墩徬託架%臨時墩%導樑%架樑弔機%有限元法
사랍교%강항량%정추시공%돈방탁가%림시돈%도량%가량조궤%유한원법
cable-stayed bridge%steel truss girder%incremental launching construction%pier-side brackets%temporary pier%launching nose%girder erection gantry%finite element method
铜陵公铁两用长江大桥主桥为（90＋240＋630＋240＋90） m五跨连续钢桁梁斜拉桥，主梁采用双节间全焊桁片组拼钢桁梁结构。结合桥址处水文地理条件，对南岸边跨钢梁全顶推和双悬臂架设方案比选，确定南岸边跨采用全顶推方案。顶推施工方案为在边跨设置3处墩旁托架、2个临时墩，采用1000 t浮吊于4号墩墩旁托架主跨侧拼装30 m导梁、边跨A0A5节段钢梁及架梁吊机，A6A24节段钢梁经架梁吊机起吊拼装后向边跨顶推架设。墩旁托架及临时墩立柱采用φ1400 mm ×22 mm和φ1020 mm ×10 mm两种规格钢管，在墩旁托架顶端设置对拉钢绞线，联结系采用φ630 mm ×8 mm和φ426 mm ×6 m m钢管；导梁采用三片桁结构，桁高和梁宽均与主梁相同；水平顶推设备为4台350 t连续千斤顶，布置于4号墩墩旁托架边跨侧外立柱顶部。有限元计算及实践结果表明钢梁顶推过程中钢梁位移和应力满足要求。
銅陵公鐵兩用長江大橋主橋為（90＋240＋630＋240＋90） m五跨連續鋼桁樑斜拉橋，主樑採用雙節間全銲桁片組拼鋼桁樑結構。結閤橋阯處水文地理條件，對南岸邊跨鋼樑全頂推和雙懸臂架設方案比選，確定南岸邊跨採用全頂推方案。頂推施工方案為在邊跨設置3處墩徬託架、2箇臨時墩，採用1000 t浮弔于4號墩墩徬託架主跨側拼裝30 m導樑、邊跨A0A5節段鋼樑及架樑弔機，A6A24節段鋼樑經架樑弔機起弔拼裝後嚮邊跨頂推架設。墩徬託架及臨時墩立柱採用φ1400 mm ×22 mm和φ1020 mm ×10 mm兩種規格鋼管，在墩徬託架頂耑設置對拉鋼絞線，聯結繫採用φ630 mm ×8 mm和φ426 mm ×6 m m鋼管；導樑採用三片桁結構，桁高和樑寬均與主樑相同；水平頂推設備為4檯350 t連續韆斤頂，佈置于4號墩墩徬託架邊跨側外立柱頂部。有限元計算及實踐結果錶明鋼樑頂推過程中鋼樑位移和應力滿足要求。
동릉공철량용장강대교주교위（90＋240＋630＋240＋90） m오과련속강항량사랍교，주량채용쌍절간전한항편조병강항량결구。결합교지처수문지리조건，대남안변과강량전정추화쌍현비가설방안비선，학정남안변과채용전정추방안。정추시공방안위재변과설치3처돈방탁가、2개림시돈，채용1000 t부조우4호돈돈방탁가주과측병장30 m도량、변과A0A5절단강량급가량조궤，A6A24절단강량경가량조궤기조병장후향변과정추가설。돈방탁가급림시돈립주채용φ1400 mm ×22 mm화φ1020 mm ×10 mm량충규격강관，재돈방탁가정단설치대랍강교선，련결계채용φ630 mm ×8 mm화φ426 mm ×6 m m강관；도량채용삼편항결구，항고화량관균여주량상동；수평정추설비위4태350 t련속천근정，포치우4호돈돈방탁가변과측외립주정부。유한원계산급실천결과표명강량정추과정중강량위이화응력만족요구。
The main bridge of Tongling Rail‐cum‐Road Changjiang River Bridge is a five‐span continuous steel truss girder cable‐stayed bridge with span arrangement of (90+240+630+240+90)m .The main girder adopts the steel truss structure assembled by double‐section fully welded trusses .Given the hydrological and geological conditions at the bridge site ,the two construction schemes for the girders in the south side spans were compared ,including the fully incremental launching and the balanced cantilever erection method .The former was finally chosen .In the in‐cremental launching scheme ,pier‐side brackets are installed at three locations in the side spans and two temporary piers are needed .The floating crane with a capacity of 1000 t was used to assemble the 30‐m long launching nose on the brackets erected at pier No .4 on the main girder side ,the side span A0A5 steel girder section and the girder erection gantry .The A6A2 steel girder section was lifted and erected by the girder erection gantry and then incrementally launched towards the side span .Two types of steel pipes of φ1 400 mm × 22mm and φ1 020 mm × 10 mm were used in the pier‐side brackets and temporary pier columns ,and atop of the pier‐side brackets ,pull‐back steel strands were added .The lateral bracings adopt the φ630 mm × 8 mm and φ426 mm × 6 mm steel pipes .The launching nose is a three‐truss structure with the same width and depth of the main girder .Four continuous jacks ,each with capacity of 350 t ,were used for the horizontal incremen‐tal launching ,which were placed on the top of the outside column at the pier‐side brackets of the pier No .4 on the side span side .T he results of the finite element calculation demonstrate that the displacement and stress of the steel girder during the incremental launching of the steel girder meet the requirements .
