[毕业设计 论文 精品]跨径为30m的预应力混凝土箱型简支梁桥设计

A1A0A2A31第1章绪论11桥梁在交通事业中的地位四通八达的现代交通，对于加强全国各族人民的团结，发展国民经济，促进文化交流和巩固国防等方面，都具有非常重要的作用。在铁路，公路，城市和农村道路交通以及水利等建设中，为了跨越各种障碍必须修建各种类型的桥梁与涵洞，因此桥涵又成陆路交通中的主要组成部分，特别是在现代高等级公路以及城市高架道路的修建中，桥梁不仅在工程规模上十分巨大，而且也往往是保证全线早日通车的关键。尤其是箱型简支梁的应用，箱形简支梁桥主要用于预应力混G1969G3315梁桥。尤其G17878用于桥面G17751G4497的预应力混G1969G3315桥梁结G7512和跨G5242G17751大的G7024交桥和G5379桥。12桥梁设计中遇到问题和采用的方法步骤G7424G16850G20076G11752G12362了跨G5464为30M的预应力混G1969G3315箱型简支梁桥。G16311G1927了全桥各部结G7512G4622G4556的G6323G4462，主梁G1881力G16757G12651和应力G20576G12651，梁的G2476形，G7380G13468G4448成全桥G6323G4462方G7708G7828G12651G5194G13484G2058全桥G7057工设G16757G3282。G20330G1820G7693G6466G16850G20076要G8726G6323G4462了全桥各部结G7512G4622G4556，G9994G2530对主梁G1881力进G15904G16757G12651中G17828用G2052了G11464线G1881G6566G8873G8726G14667G17745G8190G2533分G5079G5445G2721线，G1889对主梁的G20576G12651中G18331用了G7509G19492G10378G5589G8873，G7380G2530G13484G2058全桥G7057工G6228G7427设G16757G3282G7114应用了G16757G12651G7438G17753G2173G2058G3282。13研究本课题的意义作为中G4579跨G5464简支桥梁中G7380常用的桥型G1055G980，G19512了G7424G17535固有特G9869G1055G3818，G17836G14422G13434了大G18339G19062G7460，G12538G2524G6117国G2499G6357G13505发展道路。G7044中国成G12447以G7481，G6117国的G7507桥建设G2474G5483了巨大的成G4613，G1817分G1319现了设G16757G13785和G2183G2172人民的G2232G3871和G7246G5947。G9994而，面G1032G11540G11648G5699G987G2476的G1002G11040，G6117G1216必须G13499G13505G2174力，进G980G8505发G6208G6117国建桥的G1260G14403G1268G13491，不G7041G2572G2474国G3818桥梁建G12581的G1820进G6228G7427和有G11422经G20576，G14404G14522G3871G7019，G2203于创G7044，加速发展G6117国的桥梁事业。A1A0A2A32第2章结构尺寸21主梁间距主梁间距G18331用11M，其G8190隔截面G5079置形式见G328221A4A5A6A7A8A9A10A11A12A4A13A14A15A16A17A18A1922主梁尺寸拟定221箱梁高度预应力混G1969G3315简支梁桥的主梁高跨比通常为1/151/25，考虑主梁的建G12581高G5242和预应力G19062筋的用G18339，标准设G16757的高跨比G13434为1/171/19G7424设G16757的主梁高G5242G18331用160CM，其高跨比为1/18。222箱梁顶、底、腹板的厚度箱梁顶G7507主要考虑桥面G7507手里需要，确G4462厚G5242为20CM，近梁端底G7507厚G5242G19512考虑受力要G8726G3818，G17836要考虑G5079置预应力G19062束G2052的需要，G6323G4462高G5242为30CM，其余部分为20CM，近梁端处腹G7507厚G5242考虑G5079置预应力G19062束G2052的需要和抗剪墙厚G5242的要G8726，G4462为30CM，其余部分为20CM，腹G7507和顶G7507接处做成015M015M的承托，使箱壁剪力流能顺利G1268递，避免在转角处产生过大的应力集中。23横截面沿跨长度变化A1A0A2A33G7424设G16757梁高G18331用等高G5242形式，G8190截面顶G7507厚G5242沿跨长不G2476。梁端部分区段由于锚头集中力的作用而引起G17751大的局部应力，也因G5079置锚具的需要，在端头附近做成锯齿形，底G7507厚G5242在距支座中线12M处由20CM开始G2476化至30CM，腹G7507在梁端附近由20CM逐渐G2476成30CM。24横隔梁设置为方便G7057工，各主梁均不设跨中G8190隔梁，反设端G8190隔梁，各主梁G1055间的G8190G2533联系依靠现浇湿接缝G7481G4448成。25截面效率指251建立坐标系，将截面分块，如图22A4A5A6A5A10A11A12A20A21A4A13A14A15A16A17A18A19252确定截面的形心轴AA2222000CMA23，XA240CM，YA2410CMAA252250CMA25，XA25350CM，YA2525CMAA262250CMA25，XA26350CM，YA2625CMAA272400CMA25，XA27240CM，YA2780CMAA282400CMA25，XA28240CM，YA2880CMAA291125CMA25，XA29225CM，YA2925CMAA301125CMA25，XA30225CM，YA3025CMA31A32A33A344AA3510000CMA25，XA350CM，YA35150CMAA361125CMA25，XA36225CM，YA36135CMAA24A371125CMA25，XA24A37225CM，YA24A37135CMA41750CMA25G2499G5483X0,YAA38YA38/AA3854CM253计算对形心轴的惯性矩由平G15904移轴公式G2499G5483IA2443325333CMA27IA253840750CMA27IA263840750CMA27IA274502400CMA27IA284502400CMA27IA29192036CMA27IA30192036CMA27IA352176667CMA27IA36739518CMA27IA24A37739518CMA27I150018622CMA27254计算截面效率指标AYA391128145CMA26AYA401126145CMA26KA39I/AYA39133CMKA40I/AYA40133CMKA39KA40/H17截面效率指标大于05，表明初G6323截面G12538G2524截面效率指标要G8726。A31A32A33A345第3章结构内力计算31箱梁自重（一期恒载）由主梁G7512造，考虑三部分恒G17745集G5242，即按跨中截面G16757的箱梁自重，近梁端腹G7507加厚部分，梁端底G7507加厚部分故G980期恒G17745集G5242有GA24417525104375KN/MGA250182545KN/MGA26043251075KN/MGA41GA24GA25GA26119625KN/M32二期恒载G1120期恒G17745由G6264G7651G451人G15904道及桥面G19150G16025G7512成。GA240225525KN/MGA25G70888255G709/28510A42A25240028523204901KN/MGA41G708GA24GA25A43/2114955KN/M33恒载内力设G59为G16757G12651截面至G5050支承中G5527的距G12175，G1208G162G59/G47,G2029箱梁的恒G17745G1881力G16757G12651见表3G2521A44A45A46A47A48A49A50A51A52A53A44A34A54A55A56A57A58A59A60A61A62A63A64A65A66A58A67A68A62A61A69A68A64A66A70A71A72A73A74A75A58A76A77A78A79A76A80A65A66A72A73A81A59A77A82A83A81A64A80A84A75A58A85A78A79A59A76A86A65A72A73A81A59A77A82A83A80A87A88A89A90A91A89A90A91A92A91A76A63A61A93A63A61A59A93A63A61A59A93A63A76A77A78A79A76A80A81A59A63A61A78A59A93A63A61A63A60A69A67A85A78A79A59A76A86A81A59A63A61A59A93A63A61A93A94A95A96A97A98A78A78A60A61A68A59A93A78A59A60A59A62A61A60A60A68A60A67A61A60A67A99A60A61A59A78A99A93A67A61A93A100A101A102A103A104A78A78A61A62A60A93A93A78A59A62A59A60A69A59A67A62A61A93A78A68A60A105A106A107A108634活载内力计算341冲击系数和车道折减系数车道G14667G17745的G1926G1999系G6980G17315029402010101928150201G17311928G2464车道不考虑G8785车G14667G17745G6252G1955，G6164以车道G6252G1955系G6980G17510342计算活载内力公路G252G252G1120级车道G14667G17745由均G5079G14667G17745G84A1090751057875KN/M和集中G14667G17745G51A11029451801800752082505KNG1016部分组成，G16757G12651剪力效应G7114，集中G14667G17745标准G1552G51A110应G1068以12的系G6980，即G16757G12651剪力G7114，G51A111A11012G51A11012208224984KN3421计算跨中截面最大弯矩及最大剪力A112A113A114A115A116A117A115A118A119A120A121A122A123A124A125A126A127A121A128A127A121A128A123A124A129A130A131A132A133A134PK2082KNPK/24984KNG48A1351192810G70878751088452082735G70928477KNG13MG57A1351192810G708787536752498405G7091835KN3422计算四分点截面最大弯矩及最大剪力A105A106A107A1087A136A137A138A139A140A141A142A136A137A138A140A143A144A145A146A147A148A149A150A144A145A146A147A148A151A152A153A154A155A156G48A1351192810G70878758103208255125G709213012KNG13MG57A1351192810G7087875826924984075G709301182KN3423计算支点截面最大剪力A157A158A159A160图33G57A135294111119281041212787514705（）2498414706KN35内力组合计算A105A106A107A1088A161A162A163A164A165A166A167A168A161A169A98A170A171A87A88A172A173A89A90A91A172A173A92A91A172A173A74A84A74A84A84A82A83A174A64A82A83A82A83A174A64A82A83A82A83A94A95A96A169A98A78A59A60A59A62A61A60A63A60A68A60A67A61A60A67A99A60A61A59A78A99A93A67A61A93A94A175A96A169A98A78A59A62A59A63A60A69A59A67A62A61A93A78A68A60A176A169A98A78A62A78A68A68A61A60A63A78A63A68A69A63A61A60A60A68A69A61A99A78A60A59A99A61A93A177A178A169A98A59A67A62A99A61A99A78A67A69A61A93A59A78A69A63A61A78A59A69A63A78A61A78A67A59A62A99A63A61A68A97A179A180A78A99A63A78A62A61A68A78A67A69A61A93A78A59A99A68A78A61A63A59A78A59A68A62A61A67A67A59A59A69A60A67A61A78A181A182A58A78A61A59A180A179A78A61A62A97A59A63A60A67A99A61A63A68A59A93A68A61A60A78A93A99A69A60A61A59A62A67A78A93A99A67A61A78A59A60A99A78A61A67A97A179A63A61A99A180A78A68A78A68A63A61A69A78A59A67A61A93A78A59A78A59A59A61A63A78A78A99A62A61A93A59A59A93A68A61A60A183A184A185A186A187A182A59A78A68A78A68A61A68A99A59A68A62A61A68A78A78A68A59A78A78A61A62A69A78A68A59A93A61A62A62A69A63A68A63A61A60A93A105A106A107A1089第4章预应力钢束的布置及估算41预应力梁应满足的强度要求411按使用阶段的应力要求估算钢束数由G2081面G16757G12651跨中截面恒G7697G8975G7697G5647G5379G11709为170146G980G769324G1825的G19062束截面面G12227AG924712CM跨中截面YG91106CM，KG86133CM。设G68A18830G2029G19062束G1571G5527距G72A188G92A189G68A1881063076CM。G2474CA190051由于简支梁G5415截面G11792不G1998现G6301应力G6523G2058G7114G5483G2052G19062束为3462170146100514712101600101337610BIYYMNCARKSEY212412按承载能力极限状态估算钢束数经G14667G17745组G2524G5194G6564高G2530的跨中G16757G12651G5379G11709为2161667KNMG2474CG76078G75A191G75G68A188160313MG2029G1284G12651G19062束G6980为3462J212616671007847121016001013010BIYYMNCARHO243对全预应力梁G5088G7407在G5389G5627G19466段工作为方便G19062束G5079置和G7057工G19062束G6980确G4462为23束42预应力钢束布置421跨中及锚固端钢束位置的确定G7424梁G18331用G11464G54648CM的G8886G13453G12661预G11053G12661道对于跨中截面在保证预G11053G12661道结G7512G7512造G2081G6564G991G4625G2499能使G19062束重G5527G1571G5527距大G1135G19062束G1313置G13466部G7512造G3926G3282A192A193A194A19510A196A197A198A199A200A201A202A203G19062束G13688重G5527至梁底距G12175为101121011210222103321044210552106623YA30CM422为方便张拉操作而考虑的两方面G980是预应力G19062筋束G13688重G5527G4625G2499能靠近截面形G5527使截面均G2260受G2399G727G1120是考虑锚头G5079置的G2499能G5627以G9397G17287G5364G6301方便等要G8726按G10043上G17860锚头G5079置的均G2260分G6967等G2419G2029锚固端截面G6164G5079置的G19062束G3926上G3282G6164G12046G19062束G13688重G5527至梁底距G12175为A204A205A206A2071115112152021540215602158021510021512023YA515CMG20576G7692上G17860G5079置的G19062束G13688重G5527G1313置YA208160G92A2091601048552CMG78G86133CMG78G91133CMG440G92G68A210G708G92A208G78A211G709515G708552133G7091293CM20G31G440G92G31140G6164以G16840明G19062束G13688重G5527处于截面的G7692G5527G14551G3272G1881423钢束起弯角和线型确定确G4462G19062束起G5379角G7114G7094要考虑G2052其G5379起G6164产生的G12458G2533预剪力有G17287G3827的余G18339又要考虑G2052由其G3698大而G4560G14280G6717G6842预应力G6451G3845不G4464过大为此G7424G1375G4570锚固端截面为四部分上部G70820，21，22，23G709G2474起G5379角初为9A212G727中上部G70816，17，18，19G709G2474起G5379角初为8A212G727中部G70812，13，14，15G709G2474起G5379角初为6A212G727G991部G7081，2，3，4，5，6，7，8，9，10，11G709G2474起G5379角初为4A212为简化G16757G12651和G7057工G6164有G19062束G5079置的线G5627均G18331用G1016端为G3290G5371线加中间G980段G11464线G5194且G6984G7693束道都G5079置在G2528G980G1022G12458G11464面G1881424计算钢束起弯至跨中距离XA213锚固点计算截面起弯点XXA214XA215箱梁底面跨径中线图43NA216NA217NA218NA219NA220NA221NA222NA223NA224NA216A225NA216A216锚固G9869G2052支座中线水平距G12175G68A226A227为2815TAN42695XIACMA228A229A230A23112G19062束G5379起高G5242C15105CM5205251COS41COS4CRCM2940SIN269520525SIN4135422IXILXARCMNA216A217NA216A218锚固G9869G2052支座中线水平距G12175G68A226A227为2835TAN62432XIACMG19062束G5379起高G5242C352114CM14255471COS61COS6CRCM2940SIN243225547SIN6122722IXILXARCMNA216A219NA216A220锚固G9869G2052支座中线水平距G12175G68A226A227为2855TAN62222XIACMG19062束G5379起高G5242C553223CM23419711COS61COS6CRCM2940SIN22241971SIN6105422IXILXARCMNA216A221NA216A222锚固G9869G2052支座中线水平距G12175G68A226A227为2875TAN8175XIACMG19062束G5379起高G5242C754332CM32328881COS81COS8CRCM2940SIN17532888SIN8103022IXILXARCMNA216A223NA216A224锚固G9869G2052支座中线水平距G12175G68A226A227为2895TAN8146XIACMG19062束G5379起高G5242C955441CM41421381COS81COS8CRCM2940SIN14642138SIN889822IXILXARCMNA217A225NA217A216A232A233A234A23513锚固G9869G2052支座中线水平距G12175G68A226A227为28115TAN9198XIACMG19062束G5379起高G5242C1156550CM5040651COS91COS9CRCM2940SIN984065SIN984422IXILXARCMNA217A217NA217A218锚固G9869G2052支座中线水平距G12175G68A226A227为28135TAN966XIACMG19062束G5379起高G5242C1357659CM59479671COS91COS9CRCM2940SIN6647967SIN972622IXILXARCMA236A237A238A239A240A241A242A243A244A245A246A247A248A249A250A236A251A252A253A254A255A1A11A2A11A1A11A3A11A4A11A5A11A6A11A7A11A8A11A9A11A2A0A11A2A2A12A10A13A12A14A13A16A15A13A17A11A2A1A11A2A3A12A13A13A17A14A18A16A12A12A18A11A2A4A11A2A5A17A16A19A18A14A16A16A10A13A17A11A2A6A11A2A7A15A12A20A20A14A20A16A10A15A10A11A2A8A11A2A9A17A12A16A15A14A20A20A19A20A11A1A0A11A1A2A17A10A21A13A20A17A17A11A1A1A11A1A3A17A18A19A21A14A18A18A12A21425钢束长度计算G980G7693G19062束的长G5242为G7366线长G5242，G11464线长G5242与G1016端锚具G1881长G5242G1055和其中G19062束的G7366线长G5242按G3290G5371G2334G5464与G5379起角进G15904G16757G12651见G991表A22A23A24A25A26A27A28A29A30A31A32A33A34A3514A36A37A38A254A39A40A41A42A43A44A45A39A46A42A47A48A49A39A40A41A42A50A48A49A39A40A41A42A36A37A51A52A49A39A40A41A42A53A49A39A40A41A42A11A2A11A1A11A3A11A4A11A5A11A6A11A7A11A8A11A9A11A2A0A11A2A2A12A10A13A12A14A13A17A46A16A17A17A16A15A13A17A16A17A16A13A16A12A12A11A2A1A11A2A3A12A13A13A17A14A18A21A46A12A21A20A16A12A12A18A16A17A16A13A10A19A12A11A2A4A11A2A5A17A16A19A18A14A16A21A46A17A15A19A16A10A13A17A16A17A16A13A10A18A12A11A2A6A11A2A7A15A12A20A20A14A20A20A46A17A13A20A16A10A15A10A16A17A16A13A10A12A12A11A2A8A11A2A9A17A12A16A15A14A20A20A46A13A20A18A20A19A20A16A17A16A17A19A19A12A11A1A0A11A1A2A17A10A21A13A19A46A21A15A21A20A17A17A16A17A16A17A19A17A12A11A1A1A11A1A3A17A18A19A21A14A18A19A46A18A13A16A18A12A21A16A17A16A17A19A16A12A32A33A34A3515第5章主梁截面几何特性计算51截面面积及惯性矩计算511计算公式如下G7081G709对于G1940截面截面G12227AA54AA55G81G440AAA55115610截面G5827G5627G11709IA54IG81G440AG708G92A56A57G92A56G7092I115610G708G92A56A57G92A56G709A58G7082G709对于G6454G12651截面截面G12227AA59AA55G81G708G81A601G709G440AA60G708G92A59A57G92A56G7092AA5554838G11G92A59A57G92A56G12A58截面G5827G5627G11709IA59IG81G708G81A601G709G440AA60G11G92A59A57G92A56G122I54838G708G92A59A57G92A56G709A58512计算数据G8123G7693G440A4PI8250265CM2G81A605420106063310YNEEA61AA62244PI0524712CM2截面面G12227和G5827G5627G11709的G16757G12651见表51A63A64A65A66A67A68A68A69A70A71A72A73A74A75A76A77A78A79A80A81A82A83A84A83A85A86A87A83A85A78A88A89A90A91A92A93A94A83A85A78A88A95A96A97A98A99A100A101A91A92A93A102A83A85A78A88A103A98A99A104A100A105A90A91A92A93A102A106A77A78A95A96A97A98A99A100A101A107A108A91A92A93A83A85A78A88A109A110A111A82A112A113A90A91A92A93A114A115A90A116A107A108A117A107A90A91A92A93A113A118A116A89A90A119A120A90A94A91A92A93A114A113A116IXIIA91A92A93A114A77A78A121A122A77A78A123A77A78A124A77A78A125A126A127A128A129A128A125A130A130A128A125A128A129A129A128A126A131A132A126A128A129A129A126A132A133A130A130A117A130A131A130A130A129A130A129A127A129A126A125A134A126A128A129A132A133A134A135A136A137A78A88A117A126A126A128A133A131A126A126A134A129A117A126A128A129A126A138A130A117A127A132A131A130A117A127A129A133A138A132A130A138A125A129A128A138A134A131A138A130A126A129A125A134A129A132A126A128A129A129A126A132A133A130A130A117A133A132A133A127A127A128A138A139A140A141A14216A143A144A145A146A147A81A82A83A84A83A85A86A87A83A85A78A88A89A90A91A92A93A94A83A85A78A88A95A96A97A98A99A100A101A91A92A93A102A83A85A78A88A103A98A99A104A100A105A90A91A92A93A102A106A77A78A95A96A97A98A99A100A101A107A108A91A92A93A83A85A78A88A109A110A111A82A112A113A90A91A92A93A114A115A90A116A107A108A117A107A90A91A92A93A113A118A116A89A90A119A120A90A94A91A92A93A114A113A116IXIIA91A92A93A114A148A149A77A78A124A77A78A125A126A127A128A129A128A125A130A130A128A125A128A129A129A128A128A126A128A129A129A126A132A133A130A130A126A125A126A127A128A129A126A128A134A134A126A125A128A129A129A138A128A150A151A148A149A78A88A128A125A132A131A134A132A126A134A129A127A126A130A132A138A117A127A128A134A129A132A125A133A134A132A125A130A130A138A132A130A134A130A128A127A132A138A126A128A129A129A126A132A133A130A130A134A126A130A133A134A132A132A152A153A77A78A123A77A78A124A77A78A125A132A133A128A129A133A130A131A125A134A129A134A133A130A128A129A133A126A131A134A132A128A127A128A130A129A127A117A126A131A126A128A132A132A133A127A133A126A126A130A127A125A127A135A136A137A78A88A117A126A126A128A133A131A126A126A129A132A117A126A130A125A132A128A138A117A125A133A131A127A117A130A128A130A126A134A130A127A125A127A125A138A125A130A138A126A126A134A138A126A132A128A127A128A130A129A127A117A130A125A133A130A125A133A129A148A149A77A78A124A77A78A125A132A133A128A129A133A130A131A125A134A129A134A133A130A128A129A133A134A132A128A127A128A130A129A127A129A131A133A126A127A128A126A125A138A127A127A133A129A138A126A150A151A148A149A78A88A128A125A132A131A134A132A126A129A132A133A134A126A126A134A117A125A128A126A126A132A134A134A127A129A125A138A130A134A125A134A129A138A138A134A133A134A132A128A127A128A130A129A127A126A130A129A129A132A132A125A154A83A153A77A78A123A77A78A124A77A78A125A126A127A128A129A128A125A130A130A128A125A128A129A129A128A126A131A132A126A128A129A129A126A132A133A130A130A117A130A131A130A130A129A130A129A127A129A126A125A134A126A128A129A132A133A134A135A136A137A78A88A117A126A126A128A133A131A126A126A134A129A117A126A128A129A126A138A130A117A127A132A131A130A117A127A129A133A138A132A130A138A125A129A128A138A134A131A138A130A126A129A125A134A129A132A126A128A129A129A126A132A133A130A130A117A133A132A133A127A127A128A138A148A149A77A78A124A77A78A125A126A127A128A129A128A125A130A130A128A125A128A129A129A128A128A126A128A129A129A126A132A133A130A130A126A125A126A127A128A129A126A128A134A126A125A128A129A129A138A128A150A151A148A149A78A88A128A125A132A131A134A132A126A134A129A127A126A130A132A138A117A127A128A134A129A132A125A133A134A132A125A130A130A138A132A130A134A130A128A127A132A138A126A128A129A129A126A132A133A130A130A134A126A130A133A134A132A13252梁截面对重心轴的净矩计算A155A156A157A15817A159A160A161A162A163A164A165A166A167A168A169A170A171A172A173A174A175A176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