[毕业设计精品]跨度度为45-80-45米连续钢构桥设计

A1A0A2A3A4A5A61前言毕业设计是教学计划中的一个重要环节，是在完成学校所有规定的基础课、专业基础课和专业课后进行的，是培养学生综合运用所学的基础知识和专业知识能力的综合体现。本设计是在臧华和张伟老师的耐心指导下完成的。毕业设计主要进行了桥梁方案的设计与比较，桥梁的结构内力计算，预应力筋的配置设计，截面应力、挠度验算以及训练了手工制图和CAD制图的基本技能和方法。桥梁的方案设计与比较是按照实用、经济、安全、美观的基本原则进行的，从拟订的五个方案中，选出三个进行了详细的技术经济比较。桥梁的结构计算中，首先应用桥梁博士电算程序进行内力的计算，然后，根据电算结G7536G2010G7524，G5483出G2520G6523制截面的内力G13464合结G7536，G5194G2045用G13464合结G7536进行配筋、验算。桥梁G7057工方法的设计是根据G5415G3332的G3332G5430G7477G1226，G7057工设G3803和能力以及工程的G2499行G5627G13792进行的。G3和以G5460的G10714G16782教学G993G2528，毕业设计是要学生在老师的指导下，G10432G12447G3332、G13007G13491G3332完成一个工程设计，以G7411能G6496G6581一个工程设计的全G17819程，在G5053G3278G5062学课程的基础G990，学G1262G13783G15397G19394G20076、G2010G7524G19394G20076和G16311G1927G19394G20076，G5194G2499以G13499G13505学G1076G2052一G1135G7044的专业知识，有所G2031G7044。G1328G1038一G2529G1144G17902工程方G2533的本G12197生应G16825G1582G3921G17837G8437设计。G3G17902G17819本G8437的毕业设计，G6117G4557桥梁工程设计的G17819程及内G4493有了一个G2033G8505的了G16311。G11013G1122知识G8712G5191有G19492，在本G8437设计中G19602G1825G1262有G993G4581G19181G16835和G993G17287，G5703G16843G2520G1313老师和G2528学G6221G16792、指G8503G701G3G3G3G3G32011年5月G3G3G3G3G3A1A0A2A3A4A5A62G3第一章方案比选本G12468主要根据桥G3348的G3332G5430、G3332G16992、G8712G7003G3332G17148G7477G1226和技术G7643G1946的要G8726，综合G13783G15397经济与安全、G7114G19400与G12366G19400环G3671G12573方面的G3252G13044，G2033拟方案。G2033拟方案完成后，G17902G17819G2033G8505G2010G7524，G4570G1866中G7138G7186G12466G1117G5627G993G3835的体G13007G2036G2447，G6564出2G2523个G1867有G10317G14406的体G13007G1328进一G8505G2010G7524G16792比，G178372G2523个比选方案应力G8726G2475力合G10714，G7057工G2499行。比选G7643G1946主要G1393据安全、G17878用、经济和美观，G1866中以安全和经济G1038重。G7380G13468G11842定方案以设计出G256安全G17878用、经济合G10714、美观环G1457G257的桥梁。G311方案比较111实用性比较本G8437设计选G2474G12544G1120、三、四方案进行比较。G31预应力混凝土连G13505梁桥伸缩缝G4581，结构刚度G3835，变G5627小，动力G5627能G3921，主梁G5627能G3921，主梁变G5430挠曲线G5191缓，行车G5191顺，G17902畅，安全，G2499满G17287G1144G17902运输要G8726，且G7057工简单，但工G7411长。G32连G13505刚构桥行车G5191顺，G17902畅，安全，G2499满G17287G1144G17902运输要G8726，G7057工技术成熟，易G1457证工程G17148量，桥下净G12366G3835，G2499满G17287G17902航要G8726，属有推力体G13007，G4557G3332基要G8726比连G13505梁高，此处G3332势G5191缓，G3332G17148G7477G1226G993G3921，跨径G3835，墩高小，温度，混凝土收缩产生较G3835G1313移，G4557桥墩G993G2045。G33斜拉桥跨度G3835，行车G5627能G3921，G993用G1328G3835量基础工程，G11013G1122拉锁多点支撑G1328用，梁高小，G2499采用悬臂G7057工，G993影响G17902航，梁G2499以预制，G2499加快G7057工速度。G3112安全性比较1预应力混凝土连G13505梁桥技术成熟，计算简单，G7057工方法简单，G17148量G3921，整体G5627G3921，刚度G3835，G2499G1457证工程本身安全，G2528G7114行车G5627能良G3921，G2499G1457证司机G8503常行车，满G17287G1144G17902运输安全要G8726。G32连G13505刚构桥一般G1582成薄壁墩，墩的刚度小，G19602以承G2475船舶撞击，但此处G993G17902航，G4557桥墩有G2045，G3252墩梁G3278结墩处G2499承G2475较G3835弯矩，梁高G2499G1582薄，基础沉降G4557结构影响G3835。G33斜拉桥拉索是柔G5627体G13007，风力G1328用下G1262震动，G1262影响桥G990行车何桥本身安全，横G2533刚度小，变G5627G3835。G3A1A0A2A3A4A5A63113经济性比较1G3预应力混凝土连G13505梁桥G7057工技术成熟，方法简单，易G6496G6581，需要的机G1867G4581，无需G3835型设G3803，G2499充G2010降低G7057工成本，所用材料普G17902，价格低，成桥后养护费用G4581，需要G3835型支座，需较多预应力钢筋，基础G7057工复杂。G32G3连G13505刚构无需支座，节省G3835型支座费用，G1866他G1122连G13505梁基本相G2528。G33G3斜拉桥需G3835量拉索钢丝，预应力束，主塔构造复杂，高G12366G1328业多，成桥后养护费用高，基础G7057工复杂，还需减震装置。G3114外观比较1G3预应力混凝土连G13505梁桥G5430式简单，造型单一。G32G3连G13505刚构墩梁G3278结G1328用G2499降低梁高，使梁看来更纤巧。G33G3斜拉桥现代感强，G2499G17902G17819索塔与拉索布置G5430式获G5483满意造型，塔较高，使桥G2533G13449G2533和横G2533G5322伸，比G1375G2339G16855，G3355G2260。G312方案确定G17902G17819以G990的方案比选，综合G13783G15397G16825桥的经济G5627、技术G5627、G7057工G2499行G5627及实用G5627选G6333连G13505刚构方案G1038G7380后的实G7057方案，G1866G1260点G3926下G31桥型美观度此G12193桥型与G2620G3272环G3671较G2575合，整个桥型G17743G11420美观，简G8917G13792有G8680势。G32G7057工方法采用悬臂G8987G8892G7057工G7380G1038合G10714，混凝土连G13505刚构桥G7057工G7411G19400G6251风能力强，G2499G993需在G7057工G7411G19400采用G19480加的G6251风G6526G7057，G13792混凝土长悬臂G7057工G7114G1262G5114来G6251风G5353G17227的风G19517。G33经济G5627指G7643混凝土连G13505刚构桥造价比斜拉桥低。G3G3G3G3G3G3G3G3G3A1A0A2A3A4A5A64G3第二章结构设计本G12468主要G1183G13473G5415方案G11842定以后，G3926何进一G8505进行结构设计。结构设计应G2265G6336G990G18108结构设计和下G18108结构设计。G990G18108结构设计的主要内G4493有截面G4622G4556的拟定，内力计算G708G2265G6336横G17745内力、G8975G17745内力和G19480加内力的计算，内力G13464合，内力G2265G13488图的G13484制G709，配筋设计，G7057工G19466G8585和使用G19466G8585的应力验算，G7380G13468承G17745力G7509G19492G10378G5589强度验算、刚度验算，预G6341度设置G12573。下G18108结构设计的主要内G4493G1038桥墩G708G2500G709的设计计算。G321设计资料211方案简述本设计采用主桥3G24G14G27G19G143G24G80预应力混凝土连G13505刚构体G13007。G1867体G4622G4556G1038跨中截面梁高1G24G80，G1038主跨径的1G18G2433G727主墩G20042梁高G23G24G80，G1038主跨径的1G181G26G26。采用G2464支薄壁桥墩，壁G2414G10383G80，中心G17329G1038G26G80，桥墩高度G10382G19G80。G3212设计依据1主要技术指G7643G3A主跨G27G19G80G3G37桥面净G4497净G161G23G142G1041G26G24G80。G3C技术G7643G1946设计G14667G17745G1038G1856G17347G16G44G13435G727环G3671G7643G1946G1038G44G12879环G3671G727设计安全G12573G13435G1038G1120G13435。G3D相G1863G2454G6980体G13007G3355G2260G2331温1G24G263和降温2G19G263，G2528G7114需G13783G15397G993G3355G2260温G5058G727G1166行G7651G7450G8611G1403重量G2010G2047G10381G24G78G49G18G80，单G1403G19462撞G7651G1038G26G19G78G49G18G80，桥面G19150装用G27G70G80G2414G19462G8712混凝土G711G27G70G80G2414G8825G19750混凝土。G32材料G2454G6980G3G68G990G18108结构混凝土采用CG24G24，CG24G24混凝土强度指G7643G3G6251G2399强度设计G1552CDFG322G23G23G48G51G68G15G3G6251拉强度设计G1552SDFG321G27G28G48G51G68G15G3G5389G5627G8181量CEG323G24G24G1041G19A7G48G83G68。G3G69桥面G19150装及下G18108结构混凝土采用C3G24，C3G24混凝土强度指G7643G3G6251G2399强度设计G1552CDFG321G251G48G51G68，G3G6251拉强度设计G1552SDFG321G242G48G51G68G15G3A8A9A10A11A12A13A145G5389G5627G8181量CEG3231G24G1041G19A7G48G83G68。G3G70预应力钢筋采用G7643G1946强度G10381G27G25G19MPA的1524J低G7506G5359钢G13490线，张拉G6523制应力G2474G1038G19G26G24PKF，预应力筋的G19182G3278方式G1038G13688G19182，按后张法G7057工。强度指G7643G1038G3G6251拉强度G7643G1946G1552PKFG321G27G25G19MPA，G3G3G6251拉强度设计G1552PDFG3212G25G19MPA，G3G3G5389G5627G8181量CEG321G28G24G1041G19A15MPA。G3G71普G17902钢筋采用G43G53G37G23G19G19钢筋。G1866强度指G7643G1038G3G6251拉强度设计G1552SDFG3233G19MPA，G3G3G3G5389G5627G8181量CEG322G19G1041G19A15MPA，G3G12641筋及构造钢筋采用G43G53G3733G24钢筋，G1866强度指G7643G1038G3G6251拉强度设计G1552SDFG322G27G19MPA，G3G5389G5627G8181量CEG322G19G1041G19A15MPA。G3G33设计G1393据G3G68G45G55G42G3DG25G19G162G19G19G23G457G1856G17347桥G9097设计G17902用规G14551G458。G3G69G45G55G42G3DG252G162G19G19G23G457G1856G17347钢筋混凝土及预应力混凝土桥G9097设计规G14551G458。G322上部构造主梁细部尺寸221主梁尺寸拟定根据G5062成桥G17176料及G457梁桥G458、G457桥梁工程G458G708G990G1888G709手G1888有G1863连G13505刚构截面G5430式及G4622G4556的相G1863内G4493，拟订主梁G4622G4556G3926下G3采用单G12677单G4472主梁截面，G12677G20042G44971G26G24M，G5225面G4497G28G24M。G3变截面梁墩G20042处梁高与G7380G3835跨径的G1863G13007梁高G10381G181G26G7131G182G19G47，G2474G47G181G26G26，G2375G31HG32G28G19G181G26G26G32G23G24MG3G3G2474G23G24M。G3变截面梁跨中处梁高与G7380G3835跨径的G1863G13007梁高G10381G18G24G19G7131G18G25G19G47，G2474G47G18G2433，G2375G32HG32G28G19G18G2433G321G24MG3G3G3G24741G24M。G3梁G5225G13449G2533变化曲线G2499以是抛物线、G8503弦曲线、三G8437曲线、圆弧线及曲线选，G1038使线G5430圆顺，本设计采用抛物线。以跨中梁G5225G1038原点，曲线方程G1038HG32G16G19G19G193333XA16支点处G20042板后G1038G23G19G70G80，G5225板后G1038G27G19G70G80，腹板后G1038G24G24G70G80G727A8A9A10A11A12A13A146跨中和支座处选G6333G2528样G4622G4556，G20042板后G10382G24G70G80，G5225板后G103832G70G80，腹板后G1038G23G19G70G80。板的G2414度变化G3355采G2474线G5627变化，G20042板G2414度变化方程G1038YG32G19G24G3XG142G24G15腹板G2414度变化方程G1038YG32G19G24G3XG14G23G19，G5225板G2414度变化方程G1038YG321G25XG1432板的G2414度变化方程中单G1313G3355G1038G70G80。共设横隔板四道，两个支点G2520设两道，G2414度G1038G27G19G70G80，中G19400留有G1166道，G4622G4556G10382G19G19G70G80G1042G19G19G70G80。A17A18A19A20A21A19A20A22A20A20A23A24A25A23A24A26A24A22A20A26A24A27A26A28A29A30A28A29A28A29A30A28A29A31A29A30A31A29A32A33A34A35A36A37A38A39A40A41A42A43A44A45A46A47A48A49A50A51A52A47A48A53A48A48A49A51A47A47A49A51A54A51A55A56A57A55A56A55A56A57A55A56A58A56A57A58A56A59A50A32A33A34A33A60A61A42A43A44222截面特性及单元重量计算成果表A62A33A63A35A64A65A66A67A68A62A64A65A69A70A71A72A70A44A73A70A64A74A75A76A71A72A76A44A73A76A64A74A75A64A65A75A671G31G24G19G3G273G24G32G19G28G31G241G3G27G26G28G322G19G3G232G27G32G31G241G3G27G26G28G322G19G31G24G24G3G282G24G3231G3G23G241G33G31G24G24G3G282G24G3231G31G252G3G28G263G32G233G3G23G26G23G3G23G31G252G3G28G263G32G233G31G261G31G192G32G24G25G3G23G28G28G3G24G31G261G31G192G32G24G25G31G273G31G19G27G32G25G28G3G242G24G3G25G31G273G31G19G27G32G25G28G31G28G27G3113G32G273G3G24G243G3G26G31G28G27G3113G32G273G321G24G311G28G32G28G27G3G24G271G3G27G321G24G311G28G32G28G27G323G24G312G24G331G23G3G2512G3G28G323G24G312G24G331G23G32G24G27G3132G333G19G3G25G23G23G31G19G32G24G27G3132G333G19G32G273G313G28G33G23G26G3G25G26G26G311G32G273G313G28G33G23G26G3311G31G23G25G33G25G24G3G2612G312G3311G31G23G25G33G25G24G33G232G31G24G23G33G27G23G3G26G24G19G313G33G232G31G24G23G33G27G23G33G26G24G31G252G3G23G19G23G3G26G27G28G31G23G33G26G24G31G252G3G23G19G23G3G2311G31G26G3G232G24G3G272G28G31G24G3G2311G31G26G3G232G24G3G23G24G19G31G26G28G3G23G23G26G3G27G263G31G25G3G23G24G19G31G26G28G3G23G23G26G3G23G24G19G31G26G28G3G23G23G26G3G23G282G31G26G3G23G24G19G3G2313G31G193EG14G193G3G23G24G19G3G2313G31G193EG14G193G3G272G25G31G27G3G23G24G19G31G26G28G3G23G23G26G3G23G24G19G31G26G28G3G23G23G26G3G27G28G24G3A77A78A79A80A81A82A8371G28G3G23G24G19G31G26G28G3G23G23G26G3G23G24G19G31G26G28G3G23G23G26G3G27G28G24G32G19G3G23G24G19G31G26G28G3G23G23G26G3G23G24G19G31G26G28G3G23G23G26G3G28G27G23G321G3G23G24G19G3G2313G31G193EG14G193G3G23G24G19G3G2313G31G193EG14G193G3G272G25G322G3G23G24G19G31G26G28G3G23G23G26G3G23G24G19G31G26G28G3G23G23G26G3G23G282G323G3G23G24G19G31G26G28G3G23G23G26G3G2311G31G26G3G232G24G3G27G263G32G23G3G2311G31G26G3G232G24G33G26G24G31G252G3G23G19G23G3G272G28G32G24G33G26G24G31G252G3G23G19G23G33G232G31G24G23G33G27G23G3G26G27G28G32G25G33G232G31G24G23G33G27G23G3311G31G23G25G33G25G24G3G26G24G19G32G26G3311G31G23G25G33G25G24G32G273G313G28G33G23G26G3G2612G32G27G32G273G313G28G33G23G26G32G24G27G3132G333G19G3G25G26G26G32G28G32G24G27G3132G333G19G323G24G312G24G331G23G3G25G23G23G33G19G323G24G312G24G331G23G321G24G311G28G32G28G27G3G2512G331G321G24G311G28G32G28G27G31G28G27G3113G32G273G3G24G271G332G31G28G27G3113G32G273G31G273G31G19G27G32G25G28G3G24G243G333G31G273G31G19G27G32G25G28G31G261G31G192G32G24G25G3G242G24G33G23G31G261G31G192G32G24G25G31G252G3G28G263G32G233G3G23G28G28G33G24G31G252G3G28G263G32G233G31G24G24G3G282G24G3231G3G23G26G23G33G25G31G24G24G3G282G24G3231G31G241G3G27G26G28G322G19G3G23G241G33G26G31G241G3G27G26G28G322G19G31G24G19G3G273G24G32G19G28G3G232G27G33G27G31G24G19G3G273G24G32G19G28G31G24G19G3G273G24G32G19G28G3G231G26G33G28G31G24G19G3G273G24G32G19G28G31G24G19G3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10317G5627，G1867体情况G3926下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工G17819程G8181拟G3此桥采用悬臂G7057工法G8181拟G3926下G3G19号块采用现G8987，G1866余号梁G8585采用挂篮G7057工，然后悬臂现G8987边跨及中跨，G7380后合拢中跨。本G8437设计G1038简单G17227见，全桥共G20103个G7057工G19466G8585，G12544一G7057工G19466G8585G1038主梁的G8987筑G19466G8585，G12544G1120G19466G8585G1038G19150装G19466G8585，G12544三G19466G8585G1038随后的养护及运营G19466G8585。中跨合拢后进行桥面G19150装G7057工，在全桥G14551G3272内加G2533下G3355布力G8611G5322米G16G24G27G26MKN/。G3横隔板在全桥截面计算中G5062经计入，故此处G993必重复计算，G3G1166行G7651G7450Q1G321G24MKN/G15G3G19462撞G7651Q2G32G26G19MKN/，G3桥面G19150装层Q3G32G19G19G272G24G14G19G19G27211G26G24G32G25G23G23MKN/G15G3G7057工G19466G8585QG32G24G27G26MKN/。G3232计算结果及数据处理所有G6980据输完G5194检查无G16835后，进入结构计算G8181块，输出单元截面内力G3926下表所示G31恒G17745内力G3A143A127A144A123A145A146A147A148A149A150A151A152A149A150A153A152A143A154A155MVA116A119A128A130A126A126A144A123A116A121A131A119A132A116A126A126A144A130A131A127A119A126A131A130A121A126A144A127A123A131A126A119A132A144A128A127A127A126A126A119A132A123A126A126A127A123A144A127A126A116A126A126A126A132A121A130A126A126A123A126A144A121A130A132A126A126A128A126A126A126A123A116A119A128A132A126A126A127A130A128A126A121A119A123A123A121A126A126A144A123A128A124A130A143A127A144A121A145A146A147A148A156A157A158A159A160A161A162A163A149A150A153A152A143A154A155MVA116A119A126A121A126A126A123A121A127A131A128A116A130A126A144A119A123A127A126A119A126A144A116A130A132A126A144A127A116A128A126A119A132A144A116A128A121A126A126A128A127A126A126A136A137A138A139A140A141A14211A127A123A144A119A119A130A126A126A126A119A126A121A126A126A123A126A144A127A132A128A126A126A116A119A123A126A123A116A116A123A116A126A127A123A132A126A121A119A119A132A116A126A126A144A127A116A119G3A143A127A144A116A145A146A147A148A156A164A158A159A160A161A162A163A149A150A153A152A143A154A155MVA116A127A128A131A126A116A132A131A119A131A126A126A123A131A119A119A126A123A126A121A132A128A123A119A132A144A119A123A132A126A126A144A119A116A116A126A127A123A144A123A127A131A126A126A127A116A121A126A123A126A144A131A128A126A126A119A116A127A126A123A11