桥梁建设
橋樑建設
교량건설
BRIDGE CONSTRUCTION
2015年
1期
91-96
,共6页
常付平%卢永成%李文勃%沈祺
常付平%盧永成%李文勃%瀋祺
상부평%로영성%리문발%침기
斜拉桥%混合梁%结合梁%分离式双箱PK断面%构造设计
斜拉橋%混閤樑%結閤樑%分離式雙箱PK斷麵%構造設計
사랍교%혼합량%결합량%분리식쌍상PK단면%구조설계
cable-stayed bridge%hybrid girder%composite girder%PK bridge section of sepa-rated twin boxes%structural design
安徽省巢湖市湖光路跨巢湖大桥主桥为独塔双索面混合梁斜拉桥，边跨设2个辅助墩，跨径布置为（40＋45＋117．5） m＋300 m。主跨及边跨近塔108．5 m范围主梁采用结合梁，梁高3 m ，全宽37 m。结合梁由混凝土桥面板和钢箱梁组成，钢箱梁采用分离式双箱PK断面，单个钢箱梁纵梁顶宽（含风嘴）10．21m，底宽4m。两纵梁之间采用横梁连接，横梁采用工字形断面，间距4．5m。横隔板采用实腹式和空腹式2种，为充分发挥材料性能，横隔板间距取2．25m。两纵梁之间设3道小纵梁，小纵梁采用工字形断面，为使桥面板达到双向板的受力性能，小纵梁高度取0．8 m。结合段主纵梁采用后承压板格构式方案、小纵梁采用前承压板式方案以保证主梁内力的平顺传递和刚度的平缓过渡。结合梁段斜拉索采用锚拉板锚固。
安徽省巢湖市湖光路跨巢湖大橋主橋為獨塔雙索麵混閤樑斜拉橋，邊跨設2箇輔助墩，跨徑佈置為（40＋45＋117．5） m＋300 m。主跨及邊跨近塔108．5 m範圍主樑採用結閤樑，樑高3 m ，全寬37 m。結閤樑由混凝土橋麵闆和鋼箱樑組成，鋼箱樑採用分離式雙箱PK斷麵，單箇鋼箱樑縱樑頂寬（含風嘴）10．21m，底寬4m。兩縱樑之間採用橫樑連接，橫樑採用工字形斷麵，間距4．5m。橫隔闆採用實腹式和空腹式2種，為充分髮揮材料性能，橫隔闆間距取2．25m。兩縱樑之間設3道小縱樑，小縱樑採用工字形斷麵，為使橋麵闆達到雙嚮闆的受力性能，小縱樑高度取0．8 m。結閤段主縱樑採用後承壓闆格構式方案、小縱樑採用前承壓闆式方案以保證主樑內力的平順傳遞和剛度的平緩過渡。結閤樑段斜拉索採用錨拉闆錨固。
안휘성소호시호광로과소호대교주교위독탑쌍색면혼합량사랍교，변과설2개보조돈，과경포치위（40＋45＋117．5） m＋300 m。주과급변과근탑108．5 m범위주량채용결합량，량고3 m ，전관37 m。결합량유혼응토교면판화강상량조성，강상량채용분리식쌍상PK단면，단개강상량종량정관（함풍취）10．21m，저관4m。량종량지간채용횡량련접，횡량채용공자형단면，간거4．5m。횡격판채용실복식화공복식2충，위충분발휘재료성능，횡격판간거취2．25m。량종량지간설3도소종량，소종량채용공자형단면，위사교면판체도쌍향판적수력성능，소종량고도취0．8 m。결합단주종량채용후승압판격구식방안、소종량채용전승압판식방안이보증주량내력적평순전체화강도적평완과도。결합량단사랍색채용묘랍판묘고。
The main bridge of the Huguang Road Bridge Crossing Chaohu Lake in Chaohu City ,Anhui Province is a hybrid girder cable‐stayed bridge with a single pylon ,double cable planes and with span arrangement (40+45+117 .5) m+300 m .At the side span of the bridge ,2 auxiliary piers are arranged and in a range of 108 .5 m of the main and side spans nearby the py‐lon ,the main girder is designed as the composite girder that is 3 m in depth and 37 m in full width .The composite girder is made up of the concrete deck slabs and steel box girders and the steel box girders are of the Pasco‐Kennewick (PK) Bridge section of separated twin boxes .The width of the top plate of a single longitudinal steel box girder (the wind fairing is included) is 10 .21 m and the bottom plate is 4 m .The two longitudinal steel box girders are connected by the cross beams that have I‐shape sections and spacing distance of 4 .5 m .2 types of the solid and hol‐low diaphragms are employed .To bring the material performance into full play ,the spacing dis‐tance of the diaphragms is 2 .25 m .In between the two longitudinal steel box girders ,3 strings that have I‐shape sections are arranged .To ensure that the deck slabs to have the dual load bear‐ing capacity ,the depth of each stringer is 0 .8 m .T he longitudinal main girder at the joint section of the bridge is provided with the rear bearing plate cellar structures and the stringers are provid‐ed with the front bearing plate structures so as to ensure smooth transition of the internal forces and gentle transition of the stiffness of the main girder .T he anchorage for the stay cables at the composite girder are the anchor tensile plate structures .
