預(yù)應(yīng)力混凝土簡支T型梁橋設(shè)計

1、鄭州大學(xué)畢業(yè)設(shè)計（凈-：Tmethodandmethodbeamsgoonandbeamsbeamandandandbeamsandbeamsandmethodmethodandbeamsandandandbeambeamsandonbeammethodbeam.IABSTRACT.II第1章.第1章1.1設(shè)計目的1.2基本資料LmbmLmm+2/m,/m/m/m.12mm12mmMn50mmREbblb*b*l荷載組合或組合bblbbblbbEbbbrr*bblbbbbll1.3主梁間距與主梁片數(shù)TTTT1.4主梁跨中界面尺寸擬定T）。mm）KiKIiiiAiiAiiIidiiIXIAidI

2、T=1.5橫截面沿跨長的變化T1.6橫隔梁的設(shè)置第2章2.1恒載內(nèi)力計算g/mg/mg/mmmg/mg/m/m/m/mg/mMMlg;lg彎矩(kNm)剪力（kN）彎矩(kNm)剪力（kN）2.2活載內(nèi)力計算（修正剛性橫梁法）lmlmEImmglmlmITT.bmiiiibiiimcmcmITITbiibi/iiITiibiim.GIl/EIh:lImmmmijneiiimiiijije（m）iiiMMMMMMmomo,:):m):moq表6mmoII,qI:q/m:VVVVmmmqmpqmmMmq/mMmmVMmMmMmMm2.3主梁內(nèi)力組合MmmMmmMmmm=+=+=+2.4預(yù)應(yīng)力鋼束的

3、估算及其布置TMC(e)ppieqoac(,A)peqoac(,A)pcmcm,cmcmpecmppMdpdPMdpd50mm40mmcmpbbtgcmAiiiIiiiidiiicmcmIIiIIicmxiRX)iioRRRiii）（2.5計算主梁截面幾何特性IIi1y00sy22,I,p,iLpidIi+LpidAiiiIiIpbbApeqoac(,A=)Tbblcmybcmbcmbbcmbb-bbmmb-bbcmbcmAi*=Aii*AiAiib-on-oo-oAIo-nb-neAoIon-oo-ob-oe2.6鋼束預(yù)應(yīng)力損失計算l）；mleeelLLLELmm12mmLllL(Mpa)l

4、pppNppllplNpNpei(見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主梁截面承載力與應(yīng)力驗算XpdpdMh/bbhhh/3hbb/hhh/3bbb43.711.3pbbbbbbcmbM/bbbb/橋梁結(jié)構(gòu)的重要性系數(shù)，按

5、公預(yù)規(guī)5.1.5mMd=11756（mgVbhd,dVdb支點截面的有效高度(mm)，即mmp,混凝土強度等級（MPa）.ppdTbhw混凝土抗拉設(shè)計強度（MPa）;tdbmmmmpd上式dCmhmmMdhddMd,dMmmmdCmhmmmcm根據(jù)公預(yù)規(guī)5.2.7jHKWjHKHKHKpmWbhWbhpw,ptMWMWgMMWgNpMpWMppAppoMpab-bVIIocmcmcmcmcmcmcmo-ob-bo-ob-bo-oo-oppAopApo7；計算下緣最大應(yīng)力時，peppeppMegnInMMgeoIoeneonioi;b-bNIIpnMpInMngnMMnogIbIbIbnopnI

6、bnppAppob-bo-ob-bVIIocmcmcmcmcmcmcmo-ob-bo-ob-bo-oo-oNWpMWpMWNMWWppMW2.8主梁端部的局部承壓驗算20mmNN,NNgNNddheheggllljjlljjnn）：/cmdcmcmhedhellljljl公式右邊N右邊符合要求cmcmdcmhecmdhellll公式右邊N右邊NlgN=2cm）；），考慮l.lAcmg右邊lN右邊g公式右邊右邊符合要求2.9主梁變形驗算lMMEIjiMMMbMdidiNiEIjidiidiM()ldl(ll)dlldldlldlMiidd/iiilldcmiicmpEIoMgMglEIocmcm

7、EIMloiIj=cmEdl=NNNNNNNNd=llddMMMiNEIhjcmcmcm3.1確定作用在跨中橫隔梁的可變作用qpiiTlqoq24.7/m3.2跨中橫隔梁的作用效應(yīng)影響線ABjiijAAMjbbjjbje,j,jbbjjbjbejbiAeAA,jbbjjbjbjMTij）、（EEITijejliiiil,liiepejjEMTijelIjIiip=1edmjlmImImM)p=1edjMp=1edjMMAMpddMMdpddMMpddMMAMMMMMMMpiipiipiiippiii3.3截面作用效應(yīng)計算)PiPPogiooqogqoiAiAiBBBBi汽VV右汽VVV右iV3

8、.4截面配筋計算=200mm4.1懸臂板荷載效應(yīng)計算0.72m,中間鉸接.;M;M.mg/m;bbbbbbmmmllmm4.2荷載效應(yīng)組合llmbbpMmmMMmMMm4.3截面設(shè)計、配筋與承載力驗算dmodmMdmm)m)bcmAd,bh)bhd)d行車道板受力鋼筋布置圖示（尺寸單位：mm）劉齡嘉，橋梁工程M，北京，人民交通出版社，2007.1葉見曙，結(jié)構(gòu)設(shè)計原理M，北京，人民交通出版社，2005.6JTGD60-2004，公路橋梁設(shè)計通用規(guī)范SJTGD62-2004，公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范S土結(jié)構(gòu)學(xué)M，北京，中國水利水電出版社，1996.10K終生受益。借此機會向老師表示

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