承台计算CT12.docx

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1、十二桩桩基承台计算.HM.校对*建筑地基基础设计规范(GB50007-2011)(GB50010-2010)(JGJ94-2008)混凝土结构设计规范建筑桩基技术规范3二、示意图Iz1.J$，卷一一年1.X$j伞春YNMXAtttAjA/2.A三、计算信息承台类型：卜二机承台构件编号:CT121.几何参数矩形柱宽圆枇直径承价根部高度承台端部1.度X方向桩中心更y方向桩中心距计算类型：脸竦裁面尺寸1.c=1000nnd=6O0nH-100Onmh=100OnmA=2350nmB=2500am矩形柱高hc=100Omn承介边缘至边桩中心距C-6001111)2 .材料伯纪柱混凝土强度等级：承台混凝

2、土强度等级:桩混凝士强发等级：承台钢筋级别：3 .计算信息结构重要性系数：C30C30C30IIKH100ft_c=1.43Nm三ft,b=1.43N11三s,ftj=1.43N11三,.fy=360N11三so=1.0fc_c=1.-1.3Nm三sfc_b=14,3N11三fc-p=14.3N11,纵筋合力点至近边距离:as-1O三4 .作用在承台顶部荷我基本组合伯F=50O.OOOkNMx=O.OOOkN*.My=O.OOOkN和Vx=3200.OOOkNVy=O.OOOkN四、计算参数1.承介总长Bx=C+3A*C=0.600*32.350*0.600-8.250m5 .承台总宽By=C

3、+2*B4C=0.600-2*2.5000.600=6.200m6 .承台根部截面有效高度ho=H-as=1.000-0.01.00.960mho1.=h-as=1.000-0.010=0.960h2=Hh-1.OOO1.000-0.OOOa7 .网桩换。截面宽僮bp=O.8*d=0.H*0.600=0.480m五、内力计算：1 .各机端号及定位座标如上图所示：I号号2号桩3号桩4号桩5号桩6号桩7号被8机9号桩(x1.-I.5A-3.525m,y1.-B-2.500m)y3=-B=-2.50Om)y4=-B=-2.500m)y5=0)y6=W=2.5O0m)y7=B=2.50Om)(x2=-

4、0.5*A=-I.I75m,y2=-B=-2.50Om)(x3=0.5*A=1.175m,(x4=1.5*A=3.525m,(x5-1.5*-3.525m,(x&=1.5*A=3.525m,(x7=0.5*A=1.175m,(x8=-0.5A=-1.175m1y8=B=2.500n)(x9-1.5-3.525tn1y9-B-2.500m)10 号桩(X1.O=-1.5M=-3525m,y!0=0)11 W(x1.1=-0.5*A=-1.175m,y1.1.=0)12 号桩(x1.2=0.5*A=1.175m,y1.2=0)2 .各桩净反力设计C1.计算公式：8.5.32】x,=x*6+(x)*

5、j1.=82.838my.=y*8=50.OOOMN=Fn-Mx*yy,My*xx.2+VHx1.x1.1-Vy*H*y1)N1-500.000/12-0.OOCW(-2.500)/50.000*0.000(3.525)/82.838+3200.0001.000*(-3.525)/82.838-0.0001.000*(-2.500)/50.000=-94.5(MkNN2=500.000/12-0.000*(-2.500)/50.000+0.000(-1.175)/82.838+3200.000*1.000*(-1.175)/82.8380.0001.000*(-2.500)/50.000=-3

6、.723kNN3=500.000/12-0.000*(-2.500)/50.000+0.000*1.175/82.8383200.000*1.000*1,175/82.838-0.000*1.000*(-2.500)/50.000=87.057kNN4=5OO.000/12-0.)0*(-2.500)/50.000+0.000*3.525/82.838+3200.000*1.000*3.525/82.838-0.000*1.000*(-2.500)/50.000=177,837kNN5-5O0.000/12O.000*0.000/50.000*0.000*3.525/82.838+3200.(

7、)00*1.000*3.525/82.838-0.000*1.0*O.000/50.OOO=177.837kNN6=500.000/12-0.000*2.500/50.000+0.000*3.525/82.8383200.000*1.OOa*3.525/82.838O.000*1.000*2.500/50.OOO=177.837kNN7=500.000/12-0.000*2.500/50.000+0.000*1.175/82.838+3200.000*1.000*1.175/82.838-0.000*1.000*2.500/50.OOO=87.057kNN8=500.000/12-0.000*

8、2.500/50.000+0.000*(-1.175)/82.838+3200.000*1.000*(-1.175)/82.838-0.000*1.000*2.500/50.OOO=-3.723kNN9=500.000/120.000*2.500/50.000*0.000*(3.525)/82.838+3200.()00*1.000*(-3.525)/82.838-0.0001.000*2.500/50.OOO=-94.5(MkNN10=500.000/12-0.000*0,000/50.0000.000(-3.525)/82.838+3200.000*1.000*(3.525)/82.838

9、O.000*1.000*0.000/50.OOO=-94.5(MkNNH=500.000/12-0.000*0.000/50.OoO+0.000(-1.175)/82.838+3200.000*1.000*(-1.175)/82.838-0.0001.000*0.000/50.OOO=-3.723kNN12=500.()00/12-0.00ho,所以aoy=ho-0.960m3. f=aoho=0.435/0.960=0.453oy=aoyho=0.960/0.960=I.OOO4. ao=0,84三0.7005. 因H=1.OOOa所以BhP=O.983yo*F1.=o*(F-Ni)=1.0

10、*(500.000-0.000)=500.OOkN2*ao(hc+aoy)+aoy(bc+aox)*hp*ft_b*ho三2*1.286(1000*960)0.700(1000，435)*0.983*1.43*960=9517.76kNc*F1.=500.OOkN柱对承台的冲切满足规范要求七、角桩对承台的冲切殴算(8.5.19-511. NkinaX(N1.N4,N6.N9)=177.837kN2. a1.x=1.5*-bc2-bp2=1.5*2.350-1.000/2-0.4fi02=2.785m因为a1.xho1.所以a1.x=ho1.=0.960ma1.y=B-hc2-bp2=2.500

11、-1.000/2-0.480/2=1.760因为a1.yho1.所以a1.y=ho1.=0.960m3. 1.=a1.xho1.=0.960/0.960=1.000,当x1.0,Ix=1.O1.y=aIyZho1.=O.960/0.960=1.000,当1.y1.0.1.y=1.04. Ix=O.56/(Ix-H).2)=0.56/(1.000+0.2)=0.467Iy=O.56/(y+0.2)=0.56/(1.00040.2)=0.467C1.=C+1.2*bp=0.600+0.180/2=0.84OmC2=C+1.2*bp=C.600+0.480/2=0.84Om5. 因h=1.000n所

12、以BhP=O.983o*N1.-1.0*177.837=177.837kN1.x*(C2+n1.y2.O)+1.y*(C1.a1.x2)*hp*ft-b*ho1.=0.467*(840+960/2)+0.467(840+960/2)1*0.983*1.43*960=1663.IO1.kN?Y*N1.=177.837kN用桩对承台的冲切满足规范要求八、承台斜堂面受剪验算8.5.21-111 .计算承台计算截面处的计算宽度bx1.=Bx=C*3A+C=0.6O(H3*2.350+0.600=8.250bx2bc-1.OOftnbxt=1-0.5*h2ho*(1.-bx2bx1)*1.x1=1-0.

13、5*0.000/0.960*(1-1.000/8.250)J*8.250=8.250mby1.-By=C*2B*C-0.600*2*2.500*0.6006.200mby2=hc=1.()0()mbyo=1-0.5h2rho*(1-by2by1.)J*y1=1.-0.50.000/0.960*(1-1,000/6.200)*6.200=6.200m2 .计鸵剪切系数因0.800ho=0.960m2.000,hs=(0.800/0.960)=0.9551.=1.5A-bc2-bp2=1.5*2.350-1.000/2-0.180/2=2.785mraxho=2.785/0.96k2.901Bx1.=1.75/(1.+1.0)=1.75/(2.901+1.0)=0.419ax2=(A-bc-bp)2=(2.3511.000-0.480)/2=0.435mx2=axho=0.435/0.960=0.453x2=1.75(2H.0=1.75/(0.453H.0)=1.204ay=B-hc2-bp2=2.5OO-1.000/2-0.480/2=1.760ay=ayho=1.760/0.960=1.833By=1.75/(y+1.0)=1.75/(1.833+1.0)=0.6183 .计以承台底部蜃大典力8.5.21-11因为N1910=N1.+N9+