mm大桥毕业设计

A1A0A2A3A5A6A4A81毕业设计（论文）开题报告表课题名称MM大桥毕业设计课题来源自选项目课题类型工程设计指导教师学生姓名学号专业毕业设计是大学的最后一个环节，做好毕业设计可以使学生在学完培养计划所规定的基础课、专业基础课及各类必修和选修专业课程之后，通过毕业设计这一环节，较为集中和专一地培养学生综合运用所学的基础理论、基本知识和基本技能，分析和解决实际问题的能力。和以往的理论教学不同，毕业设计是要学生在老师的指导下，独立地、系统地完成一个工程设计，以期能掌握一个工程设计的全过程，在巩固已学课程的基础上，学会考虑问题、分析问题和解决问题，并可以继续学习到一些新的专业知识，有所创新。作为一名桥梁专业的本科毕业生更应该做好这次设计。G6117G3281G5145G2604G17809G19432，大G4579G4677G14045和G9258G8862G13449G8190全G3281，G1008G19766G1032G9035，G9035G9298、G4719G4691G1259G3822。作为G1144通G7542G13457工程的桥梁在G5326设G3247通G1855G17810的G10628G1207G2282G1144通G13605，大力G2469G4649G1144通G1119业，G4557G1122G2469G4649G3281G8677G13475G8994，G2164G5390全G3281各G7075G1166G8677的G3254G13479，G1431G17839G7003G2282G1144G8981和巩固G3281G19462G12573G7053G19766G18129G1867有G19762G5132G18337要的作用。G6925G19773G5332G6930以来，G6117G3281桥梁G5326设G1119业G17817G10479G2469G4649，G17340G17246大G8755G708G8839G709、G9035G4789G708G9298G709的G19283大桥梁G5326设G1075G11468继修G5326，一G14336G1856G17347和G20652G12573G13435G1856G17347上的中、G4579桥、立G1144桥，G5430G5347G3822G7691，工程G17148G18339不G7041G6564G20652，为G1856G17347运G17767G6564G1391G1114G4445全、G14310G17878的G7393G2165。G19555G11540G13475G8994的G2469G4649、综合G3281力G3698G5390，G6117G3281的G5326G12581G7460G7021、设G3803、G5326G12581技G7427G18129有G1114较G5567G2469G4649。G10317G2047是G11017G4388计G12651技G7427的G5203G8879应用，为G5203大工程技G7427G1166G2604G6564G1391G1114G7053G1427、G5567G6475的计G12651分析G6175G8585。更G18337要的是G6117G3281的G13475G8994G6931G12586为G1856G17347G1119业G2469G4649G6564G1391G3822G1815G2282的G12621G17176G9204G17959，G1457G16789G1114G5326设G17176G18341来源。G6117G3281G5203大桥梁工作G13785，G1817分认识到这一可贵、难得的机遇，竭尽全力，G2469挥自己的聪明才智，为G6117G3281G1856G17347桥梁G5326设G1119业，积极工作，G3822做贡献。目前G3281内外桥梁G2469G4649的趋势是1、G17340径不G7041G3698大目前，钢梁、钢拱的最大G17340径已超过500M，钢斜拉桥为890M，而钢悬索桥G17810A7A9A10A11A12A13A14A1521990M。G19555G11540G17340G8755G17340G9035的需要，钢斜拉桥的G17340径将突破1000M，钢悬索桥将超过3000M。至G1122混凝土桥，梁桥的最大G17340径为270M，拱桥已G17810420M，斜拉桥为530M。2、桥型不G7041丰富本世纪5060年G1207，桥梁技G7427G13475历G1114一次飞跃混凝土梁桥悬臂平衡施工法、顶推法和拱桥无支架G7053法的出G10628，极大地G6564G20652G1114混凝土桥梁的竞争能力；斜拉桥的涌G10628和崛起，G4649示G1114丰富G3822彩的内容和极大的生命力；悬索桥采用钢箱G2164劲梁，技G7427上出G10628新的突破。所有这一切，使桥梁技G7427得到空前的G2469G4649。3、G13479构不G7041轻型G2282悬索桥采用钢箱G2164劲梁，斜拉桥在密索体系的基础上采用G5332口截G19766甚至是板，使梁的G20652G17340比大大减少，G19762G5132轻颖；拱桥采用少箱甚至拱肋或桁架体系；梁桥采用G19283悬臂、板件减薄G12573，这些G18129使桥梁上部G13479构G17246来G17246轻型G2282。本课题主要是通过承载能力极限状态和正G5132使用极限状态研究计G12651桥梁的内力、配筋设计出实用、G13475G8994、G4445全、美观和环G1457的桥梁。这次设计总共时间是11周，前两周主要是察看G11468关G17176G7021确定桥型G7053案比选，再根据所选的G7053案用一周的时间察看G11468关G17176G7021确定总体布置并拟定尺寸，紧后是用G989周的时间计G12651内力和配筋，G11468关G20576G12651的时间大G13434是一周，最后G989周是G6564G1144设计及G12651G7427和G3282G13452。这次设计主要用到的工G1867有计G12651机、桥梁G11017G12651程G5219、桥梁G2350G3775、桥梁G38G36G39G13484G3282G17731件、G3282板、G981G4395尺G12573。指导教师G12626名G7097期A7A9A10A11A12A13A14A153摘要本设计的G8505G20600为根据设计G1231G2165要G8726，G1393据G10628G15904G1856G17347桥梁设计规G14551,综合考虑桥G1313的地G17148、地G5430G7477件，G13475G2033选后G6564出G1114G20056应力混凝土G17842续G2030构、G20056应力混凝土G17842续梁桥、斜拉桥G989个比选桥型。G6365“实用、G13475G8994、G4445全、美观”的桥梁设计G2419G2029，比较G989个G7053案的G1260G13582G9869。比选后G6238G20056应力混凝土G17842续G2030构作为主推G14628设计G7053案，G17839G15904G1114G13479构G13466部尺寸拟定、G19757G8975载内力计G12651、配筋设计及G6523G2058截G19766G5390G5242、应力G20576G12651，G8975载G2476G5430G20576G12651G12573。G13475分析比较及G20576G12651G15932明该设计计G12651G7053法正确，内力分布合理，G12538合设计G1231G2165的要G8726。关键词方案预应力混凝土连续刚构预应力混凝土连续梁桥斜拉桥；主推荐设计方案；结构分析验算二、方案比较1实用性比较预应力混凝土连续梁桥G1292G13565G13553少，G13479构G2030G5242大，G2476G5627G4579，G2172力G5627能好，主梁G5627能好，主梁G2476G5430G6388G7366G13459平G13543，G15904G17722平G20046，通G11033，G4445全，可G9397G17287G1144通运G17767要G8726，G1000施工G12628G2345，G1306工期G19283。连续刚构G15904G17722平G20046，通G11033，G4445全，可G9397G17287G1144通运G17767要G8726，施工技G7427成G10099，G7143G1457G16789工程G17148G18339，桥下G1940空大，可G9397G17287通G14334要G8726，G4658有推力体系，G4557地基要G8726比G17842续梁G20652，G8504G3800地势平G13543，地G17148G7477件不好，G17340径大，G3709G20652G4579，G9213G5242，混凝土G6922G13565G1147生较大G1313G12239，G4557桥G3709不G2045。斜拉桥G17340G5242大，G15904G17722G5627能好，不用作大G18339基础工程，G11013G1122拉G19157G3822G9869支G6757作用，梁G20652G4579，可采用悬臂施工，不G5445G2721通G14334，梁可以G20056G2058，可G2164G5567施工G17907G5242。2安全性比较预应力混凝土连续梁桥技G7427成G10099，计G12651G12628G2345，施工G7053法G12628G2345，G17148G18339好，G6984体G5627好，G2030G5242大，可G1457G16789工程本G17535G4445全，同时G15904G17722G5627能G14403好，可G1457G16789G2508机正G5132G15904G17722，G9397G17287G1144通运G17767G4445全要G8726。连续刚构一般做成薄壁墩，墩的刚度小，难以承受船舶撞击，但此处不通航，对桥墩有利，因墩梁固结墩处可承受较大弯矩，梁高可做薄，基础沉降对结构影响大。斜拉桥拉索是G7592G5627体系，G20130力作用下会G19675G2172，会G5445G2721桥上G15904G17722G1321桥本G17535G4445全，G8190G2533G2030G5242G4579，G2476G5627大。3经济性比较预应力混凝土连续梁桥施工技G7427成G10099，G7053法G12628G2345，G7143掌握，需要的机G1867少，无需A16A17A18A19A20A21A22A234大型设G3803，可G1817分G19489G1314施工成本，所用G7460G7021G7234通，G1227G7696G1314，成桥后养G6264G17165用少，需要大型支G5243，需较G3822G20056应力钢筋，基础施工G3809G7446。连续刚构无G20047支G5243，节G11477大型支G5243G17165用，G1866G1194G1122G17842续梁基本G11468同。斜拉桥需大G18339拉索钢G1009，G20056应力G7475，主G3624构G17908G3809G7446，G20652空作业G3822，成桥后养G6264G17165用G20652，基础施工G3809G7446，G17836需减G19675G16025置。3外观比较预应力混凝土连续梁桥G5430势G12628G2345，G17908型G2345一。连续刚构G3709梁固G13479作用可G19489G1314梁G20652，使梁看来更G13432G5051。斜拉桥G10628G1207G5875G5390，可通过索G3624G994拉索布置G5430G5347G14731得G9397G5859G17908型，G3624较G20652，使桥G2533G13449G2533和G8190G2533G5322G1292，比G1375G2339G16855，G3355G2260预应力混凝土连续刚构桥第一节方案简介及结构尺寸拟定一A24设计技G7427G7643G1946A241A24设计荷载汽G1772220G13435，挂G17722100G13435。G1166群荷载3KN/M2A24桥梁宽G5242G194014225M3A24桥G19766设15的双G2533G8190坡，桥梁G13449G2533设15的双G2533坡。二A24设计规G145511A24JTJ021892A24JTJ023853A24JTJ022855A24JTJ04189一桥孔G19283G5242的确定本设计G13475G7053案比选后，桥G17340布置为3X35米75米135X3米75米3X35米G20056应力混凝土G2476截G19766G17842续G2030构G13479构，全G19283690米。A16A17A18A19A20A21A22A235A25A26A27A28A29A30A31A27A28A29A32A33A34A35A33A36A32A33A37A35A38A36A32A32A38A35A38A33A32A39A33A35A32A40A32A39A33A35A38A38A32A39A33A35A36A32A32A41A34A35A34A32A32A41A32A35A41A40A32A41A33A35A41A36A32A41A33A35A34A34A32A41A33A35A39A39A32A41A36A35A33A37A32A41A36A35A37A33A32A39A37A35A37A42A32A39A39A35A40A40A32A39A34A35A37A34A32A39A36A35A41A40A32A32A40A35A41A40A32A32A32A35A40A36A32A32A39A35A40A36A32A34A42A35A33A40A32A34A33A35A38A40A32A34A33A35A38A41A32A34A36A35A33A38A32A33A41A35A37A32A32A33A33A35A40A37A43A37A37A33A44A39A40A40A35A40A40A44A39A37A42A35A40A40A44A39A42A40A35A40A40A44A39A39A32A35A40A40A44A39A32A39A35A40A40A44A39A32A33A35A40A40A44A39A34A40A35A40A40A44A39A34A38A35A40A40A44A39A36A40A35A40A40A44A32A40A36A35A40A40A44A32A37A32A35A40A40A44A32A42A33A35A40A40A44A32A42A36A35A40A40A44A32A41A32A35A40A40A44A32A41A33A35A40A40A44A32A39A39A35A40A40A44A32A32A40A35A40A40A44A32A34A42A35A40A40A44A32A33A39A35A40A40A44A32A38A42A35A40A40A44A34A40A34A35A40A40A44A34A40A38A35A40A40A44A34A37A40A35A40A40A44A34A42A40A35A40A40A44A34A41A40A35A40A40A44A34A39A40A35A40A40A44A34A34A40A35A40A40A32A34A37A35A32A33A45A46A47A45A48A47A45A49A47A45A50A47A45A45A47A45A51A47A45A52A47A45A53A47A45A54A47A45A47A47G32821桥G1313地G17148剖G19766G3282二桥型布置1主G17340径的拟定主G17340径定为135M，边G17340采用0523倍的中G17340径，即68M。桥梁全G19283为6813068266M。2G20046桥G2533梁的尺寸拟定G7081G709G3709顶G3800梁G20652根据规G14551，梁G20652为1/161/20L，取L/20即65M。G7082G709G17340中梁G20652根据规G14551，梁G20652为1/301/55L，取L/52,即25M。G7083G709梁底G7366G13459选用圆G7366G13459。以G17340中梁底为G2419G9869，G7366G13459G7053程47478125A55XA55G708Y47478125G709A553G8190桥G2533的尺寸拟定根据G1231G2165书规定，G15904G17722G17959为2G19407M，另外两边各有宽25M的G1166G15904G17959。根据有关G7003献，截G19766采用G2345箱G2345室截G19766。主梁截G19766G13466部尺寸的拟定，如G32822所示。A56A57A58A56A58A59A58A58A57A58A60A57A58A60A61A58A58A62A56A60A58A58A57A58A59A57A58A60A61A58A58A62A56A60A63A57A64A60A63A57A64A65A66A67A66A68A69A70A69A71A66A71A66A69A72A66A70A69A73A74A60A58A58A58A62A56A60A58A58A58A62A56单位CMA57A57A75A66A69A59A58A60A58A58A58A62A56A56A61A57A76A58A57A59A57A77A78A79A80A81A82A83A846G32822主梁截G19766尺寸G3282顶板厚取25CM。根据底板厚G5242G6365“中薄边厚”的G2419G2029取G17340中G3800底板厚25CM，以G1427布置G20056应力G7475，支G9869G3800底板厚为110L12倍的梁G20652，取80CM，中间底板板厚成圆G7366G13459G2476G2282；腹板厚G5242G11013G1122要布置G20056应力钢G7475锚头，从受力G7053G19766来讲，支G9869附近承受剪力较大，腹板宜G2164厚；各孔G17340中区G8585承受剪力较G4579，腹板可G17878当减薄。本设计采用直G13459过渡型。支G9869截G19766采用55CM；G17340中截G19766采用45CM；承托尺寸采用50CM40CM和100CM32CM，翼缘板G994腹扳承托采用5040。G8190隔板共设4G17959，两支G9869各两G17959，厚G5242支G9869取50CM,板上留有G1166孔，尺寸为200CM200CM；4桥G19766铺G16025桥G19766铺G16025根据要G8726，选用9CM厚的G19462水沥青混凝土作为铺G16025层，平G3355厚G5242。桥G19766G8190坡根据规G14551规定为1530,取15,该坡G5242G11013铺G16025层厚G5242G6523G2058。5下部构G179082、3号桥G3709采用双薄壁G5430G5347，桥G3709壁厚2米，宽10米，两壁中心距为5米。基础G3355为G2030G5627扩大基础。桥台为埋置G5347桥台，G2030G5627扩大基础G6930置在基岩上。G989施工要G9869及注G5859G1119项1桥梁上部采用挂篮悬臂浇注施工，施工时要G4557称浇注，应注G5859立模G20652程的合理设置，G1946确G6523G2058悬浇G20652程，主梁边中G17340合龙G20652差应G6523G2058在CM以内。2施工后的主梁G3803用G20056应力G7475孔G3800理如下顶板G7475孔灌浆封填，底板G7475孔留下G3803用，G1306不穿G20056应力G7475。3箱梁悬浇施工时在底板上的施工孔不封堵，作为箱梁的通气孔。G3247本桥主要G7460G7021参照规G14551规定，该桥G7460G7021取用如下。1混凝土箱梁采用50号，G3709G17535和基础采用40号，G1866G1194G13479构全部采用25号砼。2钢G74601G13449、G8190G2533G20056应力采用G36STMG3641692270G13435钢绞G13459，G7643G1946G5390G5242为1860MPA，直径为1524MM，G19766积140MMA85,弹G5627模G18339为1910A86MPA，采用OVM锚G1867。2带肋钢筋应G12538合钢筋混凝土用热轧带肋钢筋G42G37149991的规定、G1821圆钢筋应G12538合钢筋混凝土用热轧G1821圆钢筋G42G37149991的规定。3G1292G13565G13553G1292G13565G13553采用G43XG3880G36定型G1147G2709，全桥共2G17959。4桥梁支G52431、4号桥台各G4445G16025一个G42G51G61G2345G2533G8975G2172和双G2533G8975G2172G11418G5347支G5243。G1128桥梁设计荷载根据设计G1231G2165书规定荷载G12573G13435为汽G1772220G13435、挂G17722100G13435。第二节内力计算与荷载组合一全桥G13479构计G12651G3282G5347的确定G6365照G7450系程G5219分析的G2419理，G17993G5502G13479构G12175G6967G2282的G2419G2029。全桥以下G2419G2029在G17878当G1313置划分节G98691G709G7450件的G17728G6252G9869和截G19766的G2476G2282G9869；2G709施工分G11040G9869、边G11040G3800及支G5243G3800；3G709需G20576G12651或G8726G1313G12239的截G19766G3800；4G709当出G10628G1313G12239不G17842续的G5785G1929时，G1375如G11468G18063两G2345G1815以G19140G6521G5430G5347G11468G17842G708G17728G16294不G17842续G709，可在G19140G6521G3800设置两个节G9869，G2045用主从G13434G7475考虑该G17842G6521G7053G5347。A77A78A79A80A81A82A83A847本设计的G2345G1815划分，G8611一个施工G19466G8585自G9994划分为一个G2345G1815。这G7691G1427G1122模拟施工过程，而G1000这些截G19766正是需要G20576G12651的截G19766。另外，在G3709顶、G17340中和一些构G17908G2476G2282G1313置G11468应G3698设G1114G1972个G2345G1815。这G7691G6984个主桥划分成89个G2345G1815，90个截G19766，如G32824所示。G708桥G3709G7422计G709A87A88A89A90A91A92A93A94A95A88A94A95A94A96A95A87A95A89A95A90A95A91A95A92A95A94A95A95A95A96A89A90A89A91A89A92A89A93A89A94A89A95A89A96A90A87A90A88A90A89A90A90A90A91A90A92A90A93A90A94A90A95A90A96A91A87A91A88A91A89A91A90A91A91A91A92A91A93A88A91A88A90A88A89A88A88A87A94A87A95A87A96A88A87A91A94A91A95A91A96A92A87A92A88A92A89A92A90A92A91A92A92A92A93A92A94A92A95A93A87A93A88A93A89A93A90A93A91A93A92A93A93A93A94A93A95A93A96A94A87A94A88A94A89A94A90A94A91A94A92A94A93A94A94A89A89A89A88A89A87A88A96A88A95A88A94A88A93A88A92A92A96G32823主桥G2345G1815划分示G5859G3282G708尺寸G2345G1313MG709二全桥施工G19466G8585的划分1为G1114G7053G1427全桥的施工分G8585，更好地根据起G2526G18337G18339来划分，G10317用程G5219将划分的梁的G2345G1815的截G19766G10317G5627和G2345G1815G18337G18339计G12651出来，G1867体G13479G7536G16277G159321G159321截面特性及单元重量计算结果表（G2345G1313KN，MG709A97A98A99A100A101A102A100A103A104A100A97A105A106A107A101A102A107A103A104A107A97A105A106A97A98A106A10822511328125113281422325113281254114285127E03425411428526211629113E035262116291274119298133E036274119298286122306106E03728612230630125313108E03830125313319131327112E039319131327339136340117E031033913634036143356104E03113614335638147368109E031238147368402152379112E0313402152379427159396116E0314427159396454165412121E0315454165412483173432126E0316483173432514181452133E0317514181452541188470115E03185411884705719649012E031957196490599215537128E0320599215537631236590141E032163123659065241602119E03A109A110A111A112A113A114A115A11682265545136E0365545136E03681236524160265241602301E032465545136E0365545136E036812565241602631236590119E0326631236590599215537141E032759921553757196490128E03285719649054118847012E0329541188470514181452115E0330514181452483173432133E0331483173432454165412126E0332454165412427159396121E0333427159396402152379116E033440215237938147368112E03353814736836143356109E033636143356339136340104E0337339136340319131327117E033831913132730125313112E033930125313286122306108E033930125313286122306108E0340286122306274119298106E0341274119298262116291133E034226211629125411428513E034325411428525113281127E03442511328125113281844G708G8504为G5050G2334G17340梁G8585自G18337，G2503G2334G17340G994之G4557应G11468G12573G7092G8190隔板G18337G18339的计G12651支G9869G8190隔板G18337G52A117G62G708015098G709G1345/22G13652G133G132G64G132G1305G1326716G78N3桥G19766铺G16025和G19462G6770G6264G7651G8611米G18337G18339计G12651G840075G131G1395G132101G1395G132355540G78N/M4主G17340施工分G8585G708150G87起G2526能力G709双薄壁G3709作为G12544一施工G8585施工完成；G12544二G85852125G2345G1815，10M,梁G8585G18337G183396752G78NG12544G989G858526G2345G1815，025M,梁G8585G18337G183391410G78NG12544G3247G858527G2345G1815，255M,梁G8585G18337G183391280G78NG12544G1128G858528G2345G1815，575M,梁G8585G18337G183391200G78NG12544G1857G858529G2345G1815，7510M,梁G8585G18337G183391150G78NG12544G983G858530G2345G1815，1013M,梁G8585G18337G183391330G78NG12544G1855G858531G2345G1815，1316M,梁G8585G18337G183391260G78NG12544G1073G858532G2345G1815，1619M,梁G8585G18337G183391210G78NG12544G2325G858533G2345G1815，1922M,梁G8585G18337G183391160G78NG12544G2325一G858534G2345G1815，2225M,梁G8585G18337G183391120G78NA118A119A120A121A122A123A124A1259G12544G2325二G858535G2345G1815，2528M,梁G8585G18337G183391090G78NG12544G2325G989G858536G2345G18152831M梁G8585G18337G183391040G78NG12544G2325G3247G858537G2345G181531345M梁G8585G18337G183391170G78NG12544G2325G1128G858538G2345G181534538M梁G8585G18337G183391120G78NG12544G2325G1857G858539G2345G181538415M梁G8585G18337G183391080G78NG12544G2325G983G858540G2345G181541545M梁G8585G18337G183391080G78NG12544G2325G1855G858541G2345G181545495M梁G8585G18337G183391330G78NG12544G2325G1073G858542G2345G181549554M梁G8585G18337G183391300G78NG12544二G2325G858543G2345G181554585M梁G8585G18337G183391270G78N中间G858544G2345G1815，585615M梁G8585G18337G18339169G78N5边G17340施工；G19512G12544104G2345G1815、G125441G2345G1815在边G17340合龙时采用G9397G3542支架G1820浇成G5430，G1866G4439边G17340梁G8585G3355G994主G17340梁G8585同时G4557称悬臂浇G12581，在G8504不一一G2027出。主G17340及边G17340施工分G8585G16277G32824。全桥共分105个G2345G1815G70889个桥G19766G2345G1815G709、106个节G9869，G1866中两个边G17340各有20个G2345G1815，中G17340有45个G2345G1815，再后G19766的G5670载、G8975载、施工及G20576G12651G12573内力的计G12651时，G1207G1849程G5219的G2345G1815划分G5430G5347G18129以以上这G12193划分G7053G5347填G1901G6980据G7003件。A126A126A126A127A126A128A126A129A127A130A127A131A127A132A127A133A134A135A135A136A137A138A134A135A139A137A140A135A135A141A126A141A127A141A128A141A129A126A130A126A131A126A132A126A133A126A142A126A141合龙段中心线A136A137A140A134A135A140A137A136A134A135A143A134A135A127A126A127A141A127A142主G17340施工分G8585A118A119A120A121A122A123A124A12510A144A145A146A147A148A149A147A150A151A149A152A153A154A155A156A147A148A147A147A147A150A147A151A147A149A147A152A147A153A147A154A147A155A147A156A147A156A150A148A150A147A145A146A146A157A158A159A145A146A160A158A161A146A146A157A158A161A145A146A161A158A157A145A146A144A145A146边G17340施工分G8585G32824主梁施工分G8585下G19766G13485出上G17860各G8585的内力G3282G708G32825G709A118A119A120A121A122A123A124A12511G32825主梁主要施工G19466G8585内力G3282A118A119A120A121A122A123A124A12512AA162A163A164A165A166A167A168A169A170BA171A172A173A174A166A167A168A169A170CA175A172A173A174A166A167A168A169A170DA176A177A178A179A166A167A168A169G3247G9213G5242及支G5243G8797G19489次内力计G12651G708一G709G9213G5242次内力计G12651G7053法及G13479G7536G6365G11709G19465G1313G12239法G8726解G9213G5242次内力。本设计考虑主梁上下缘G9213差5G263，G9213G5242次内力G13479G7536如G32827所示。A180A181A182KNMA183A184KNA183A185A186A1877A188A189A190A191A192G708二G709支G5243G8797G19489次内力计G12651G7053法及G13479G7536G6365G11709G19465G1313G12239法G8726解支G5243G8797G19489次内力。在桥梁设计中，支G5243G8797G19489工G1929的选取是应G5922G18337考虑的问题。一G14336应综合考虑桥G3348G3800的地G17148、水G7003G12573G5785G1929，根据已G5326桥梁的设计G13475G20576来定。有时需选取G1972G12193G8797G19489工G1929计G12651，这G7691G4613G4396在一个工G1929G13464合的问题。程G5219一G14336G4557G8611一个截G19766G6373最不G2045的工G1929内力G1552作为G8797G19489次内力。本设计考虑2号G3709下G194892CM，4号G3709下G194891CM。G8797G19489次内力如G32828所示。A193A194A195A196A197A198A199A200A201A20213A203A204轴力G32828G1128G8975载内力计G12651G708一G709G5445G2721G13459的计G12651将G2345G1313荷载G511作用在各桥G19766的节G9869上，G8726得G13479构的G2476G5430及内力，可得G1313G12239G5445G2721G13459和内力G5445G2721G13459。G708二G709G1166群、G4665带G17722、挂G17722G2164载G1166群G2164载G2494需G8726出G5445G2721的正、G17139区G8585G19766积；G4665带G17722G12175G6967为G14521G5190集中力；挂G17722G6365集中荷载G2164载。G708G989G709汽G17722G2164载挂G17722、G4665带G17722全桥G2494考虑一G17754。汽G17722荷载是G11013主G17722和G18337G17722G13464成的G17722G19443，G17722距G2460受到G13434G7475，G8726G1866最大、最G4579G6940应是个较G3809G7446的问题。这G12193G5785G1929下，G17722G17754G6980和G17722距G18129是G7422知参G6980，G19555G1867体G5445G2721G13459而G2476G2282，问题G5414G13479为G8726G1867有G3822个G2476G18339的G2001G6980在G13434G7475G7477件下的极G1552。G8504问题的解决G1523G2173G1122计G12651机程G5219完成。全桥G8975载内力如G32829所示。A195A196A197A198A199A200A201A20214A195A196A197A198A199A200A201A20215汽G17722及挂G17722最大、最G4579G5379G11709和剪力如G159326所示。G1857荷载G13464合根据大桥的施工程G5219，G6365照G6117G3281G10628G15904G1856G17347，桥涵设计规G14551，G4557全桥G5430成和G14841运各G19466G8585的内力和应力G17839G15904荷载G13464合，取G1866中最为不G2045G13785。1正G5132使用极限状态的内力G13464合考虑G989G12193G13464合A195A196A197A198A199A200A201A20216G13464合G44基本可G2476荷载平板挂G17722或G4665带G17722G19512外的一G12193或G1972G12193，G994G8716G1049荷载的一G12193或G1972G12193G13464合。G13464合G44G44基本可G2476荷载平板挂G17722或G4665带G17722G19512外的一G12193或G1972G12193，G994G8716G1049荷载的一G12193或G1972G12193，G994G1866G1194可G2476荷载的一G12193或G1972G12193G13464合。G13464合G44G44G44平板挂G17722或G4665带G17722G994G13479构G18337力、G20056应力、土的G18337力及土G1403G2399力中的一G12193或G1972G12193G11468G13464合。同时考虑箱梁G6251G6209G6564G20652系G6980，本桥的上部箱梁在G11713不及G3709顶G18129有G5390大的G8190隔板，G1000G2030构G3709G3800G3709梁固G13479，当箱梁承受G1571载作用而使箱梁G6209G17728时，箱梁截G19766的自G11013G6209G17728受到G13434G7475，而是G13449G2533G13432G13512受到拉G1292或G2399G13565，从而G1147生G13434G7475G6209G17728正应力G994G13434G7475G6209G17728剪应力，G8190G2533梁G6251G6209G6564G20652系G6980取用115。G6365上G17860规定G17839G15904荷载G13464合，得到内力G1552G16277下G159328G62G11013G1122G12699G5145所限，在次G1177G2027出边G17340G10628浇G8585G708104，1G709；边G17340合龙G8585G7082G709；边G173401/4，1/2，3/4截G19766所在G8585G7086，10，18G709；G19658号G8585G7082125G709，中G173401/4，1/2，3/4截G19766所在G8585G70828，35，40G709以及中G17340合龙G8585G70