预应力混凝土简支T型梁桥设计

1、郑州大学毕业设计（净-：Tmethodandmethodbeamsgoonandbeamsbeamandandandbeamsandbeamsandmethodmethodandbeamsandandandbeambeamsandonbeammethodbeam.IABSTRACT.II第1章.第1章1.1设计目的1.2基本资料LmbmLmm+2/m,/m/m/m.12mm12mmMn50mmREbblb*b*l荷载组合或组合bblbbblbbEbbbrr*bblbbbbll1.3主梁间距与主梁片数TTTT1.4主梁跨中界面尺寸拟定T）。mm）KiKIiiiAiiAiiIidiiIXIAidI

2、T=1.5横截面沿跨长的变化T1.6横隔梁的设置第2章2.1恒载内力计算g/mg/mg/mmmg/mg/m/m/m/mg/mMMlg;lg弯矩(kNm)剪力（kN）弯矩(kNm)剪力（kN）2.2活载内力计算（修正刚性横梁法）lmlmEImmglmlmITT.bmiiiibiiimcmcmITITbiibi/iiITiibiim.GIl/EIh:lImmmmijneiiimiiijije（m）iiiMMMMMMmomo,:):m):moq表6mmoII,qI:q/m:VVVVmmmqmpqmmMmq/mMmmVMmMmMmMm2.3主梁内力组合MmmMmmMmmm=+=+=+2.4预应力钢束的

3、估算及其布置TMC(e)ppieqoac(,A)peqoac(,A)pcmcm,cmcmpecmppMdpdPMdpd50mm40mmcmpbbtgcmAiiiIiiiidiiicmcmIIiIIicmxiRX)iioRRRiii）（2.5计算主梁截面几何特性IIi1y00sy22,I,p,iLpidIi+LpidAiiiIiIpbbApeqoac(,A=)Tbblcmybcmbcmbbcmbb-bbmmb-bbcmbcmAi*=Aii*AiAiib-on-oo-oAIo-nb-neAoIon-oo-ob-oe2.6钢束预应力损失计算l）；mleeelLLLELmm12mmLllL(Mpa)l

4、pppNppllplNpNpei(见MNp(Nm)Mp(Nm)Np（cm）lNkNMkNMkNmIcmgnIINp()MpMgEE=+lEpEp,iIE,ppep/iEp,+/jllNpMpINpMpeeilEpl,prepilAepeiiI,AAAAcm,l,ApAppoAp=poApV=po17）llN=NV=NepopIllllpoNpopopMpoNpoepopopcm.ppp,Vpp,IllllplIIIlllpeplIIlll2.7主梁截面承载力与应力验算XpdpdMh/bbhhh/3hbb/hhh/3bbb43.711.3pbbbbbbcmbM/bbbb/桥梁结构的重要性系数，按

5、公预规5.1.5mMd=11756（mgVbhd,dVdb支点截面的有效高度(mm)，即mmp,混凝土强度等级（MPa）.ppdTbhw混凝土抗拉设计强度（MPa）;tdbmmmmpd上式dCmhmmMdhddMd,dMmmmdCmhmmmcm根据公预规5.2.7jHKWjHKHKHKpmWbhWbhpw,ptMWMWgMMWgNpMpWMppAppoMpab-bVIIocmcmcmcmcmcmcmo-ob-bo-ob-bo-oo-oppAopApo7；计算下缘最大应力时，peppeppMegnInMMgeoIoeneonioi;b-bNIIpnMpInMngnMMnogIbIbIbnopnI

6、bnppAppob-bo-ob-bVIIocmcmcmcmcmcmcmo-ob-bo-ob-bo-oo-oNWpMWpMWNMWWppMW2.8主梁端部的局部承压验算20mmNN,NNgNNddheheggllljjlljjnn）：/cmdcmcmhedhellljljl公式右边N右边符合要求cmcmdcmhecmdhellll公式右边N右边NlgN=2cm）；），考虑l.lAcmg右边lN右边g公式右边右边符合要求2.9主梁变形验算lMMEIjiMMMbMdidiNiEIjidiidiM()ldl(ll)dlldldlldlMiidd/iiilldcmiicmpEIoMgMglEIocmcm

7、EIMloiIj=cmEdl=NNNNNNNNd=llddMMMiNEIhjcmcmcm3.1确定作用在跨中横隔梁的可变作用qpiiTlqoq24.7/m3.2跨中横隔梁的作用效应影响线ABjiijAAMjbbjjbje,j,jbbjjbjbejbiAeAA,jbbjjbjbjMTij）、（EEITijejliiiil,liiepejjEMTijelIjIiip=1edmjlmImImM)p=1edjMp=1edjMMAMpddMMdpddMMpddMMAMMMMMMMpiipiipiiippiii3.3截面作用效应计算)PiPPogiooqogqoiAiAiBBBBi汽VV右汽VVV右iV3

8、.4截面配筋计算=200mm4.1悬臂板荷载效应计算0.72m,中间铰接.;M;M.mg/m;bbbbbbmmmllmm4.2荷载效应组合llmbbpMmmMMmMMm4.3截面设计、配筋与承载力验算dmodmMdmm)m)bcmAd,bh)bhd)d行车道板受力钢筋布置图示（尺寸单位：mm）刘龄嘉，桥梁工程M，北京，人民交通出版社，2007.1叶见曙，结构设计原理M，北京，人民交通出版社，2005.6JTGD60-2004，公路桥梁设计通用规范SJTGD62-2004，公路钢筋混凝土及预应力混凝土桥涵设计规范S土结构学M，北京，中国水利水电出版社，1996.10K终生受益。借此机会向老师表示

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