2交B锥形基础计算.docx
2交B锥形基础计算项目名尊日M设计*校对*一、设计依据E建筑地基基础设计规他（GB50007-20U）E混凝土结构设计规范GB50010-2010（2015年版）简明高层钢筋混凝土结构设计手册?李国胜（第二版）二、示意图三、计年信息构件编号：JCT计鸵类型：验筋祓面尺寸1.几何金数走形柱宽bc-90O三m矩形柱奇hc-90011m基础谓部高度h1.=35O三m旗础根部高度h2=1.50wn基础长度B1.=I1.OOiiinB2=I1.OOmn基础宽度A1.=I1.OoInn2=110011m2.WMfSB基础混凝土等级：C25ft_b=1.27Nrrm1fO=11.9NW柱混凝土等级:C25ftc=1.27N11m2fcc=1.1.9N/mn:IIRB100fy=360N11三4钢筋级别：3 .计算信息结构虫要性系数：Yo=I.0基础埋深：dh=1.600纵筋合力点至近边距肉：as40mn基础及其上用土的平均容色：Y=20.OOCkNZm'最小配筋率：p三in=O.15O4 .作用在基础顶部荷载标准组合值F=1358.OOOkNMx=1.000kN*aMy=1.1.OOOkN*mVx=5.OOOkNVy=-1.OOOkNks=1.35Fk=Fks=1358.000/1.35=1005.926kNMxk=MxZks=I.000/1.35=0.741kN*mMyk=MyZks=I1.000/1.35=8.118kN*mVxk=Vxks=5.000/1.35=3.701.kXVyk=VyZks=-1.OOO/!.35=-0.74IkN5 .脩正后的地基承载力特征假fa=244.400kPa四、计算敷I.茶础总长Bx=B1.+B2=1.100-1.100=2.200m6 .基础总宽By=A1.+2=1.1001.100-2.200m7 .基础总高Ihh1.*h20.350*0.150-0.500m8 .底板配筋计算高度ho=h1.+h2-as=0.350+0.150-0.(M0=0.WOm9 .施础底面积A=BX*By=2.200*2.200=4.840/10 Gk=y*BxBy*dh=20.0002.2002.200*1,600=154.88OkNG=1.35*Gk1.35*154.880-209.088kN五、计算作用在旃底部弯矩值MdXk=MXk-Vyk*H=0.741-(-0.711)*0.500=1.H1.kNmYdyk=Myk+Yxk*H=8.148+3.7010.500=10.OOOkWmMdx-MxVy*1.1.-1.000(1.000)0.500-1.500kN*三Mdy=My÷Vx*H=1.1.000+5.000*0.500=13.5(K)k.X*<n六、Ift算地基承敏力1 .脸尊轴心荷载作用下地域承栽力【5.2.2-2Pk=(FkHik)/A=(1005.926+154.880)/4.840-239.836kPa因Yo*pk=1.0*239.836=239.836kPafa=244.40kPa轴心前我作用下地菸承载力海足要求2 .脸笄偏心荷栽作用下的地基承载力exk-Mdyk(Fk*Gk)10.000/(1005.926,154.880)-0.009a因exkBx6=0.367mX方向小信心，由公式05,2.2-2和【®5.2.2-31推导PkmiI1.X=(FkGk>A+6*!MdykI/(BxBy)-(1005.926+154.880)/4.840*6*10.000/(2.200i*2.200)=245.471kPaPkmin_x=(Fk+Gk>A-6*Mdyk/(BxBy)=(1005.926+154.880)/4.840-6*10.OOOI/(2.2002,200)=234.20IkPaeyk=,Mdxk/(Fk)=1.111/(1005.926+154.880)=0.OO1.m因IeykBy6=0.367my方向小偏心PkmiIX_y=(FhGk)A+6*iMdxk(ByBx)-(1005.926154.880)/4.840*6*1.111/(2.2002.200)=240.462kPaPkmin_y=(Fk+Gk)A-6*MdxkI/(By*Bx)=(1005.926+154.880)/4.840-6*1,I1.1./(2.2002.200)=239.2IOkPa3.确定基础底面反力设计值PkmaX=(Pk三ax-pk)+(Pk三ax-y-pk)+pk=(245.471-239.836)+(240.462-239.836)-239.836=246.097kPayo*Pkmax=1.()*246.097=246.097k1.,aI.2<fa=1.2*244.400=293.28OkPa偏心荷我作用下地就承领力涵足要求七、基砒冲切破算1 .计灯基础底面反力设计值1.1计算X方向基础底面反力设计值ex=Mdy(F÷G)=13.500/(1358.000+209.088)=0.009m因exWBx/6.0=0.367mX方向小俏心PaaxX-(FG)/A6*MdyI/(Bz*By)=(1358.000+209.088/4.810-6«13.500/(2.2001*2.200)=331.386kPaPmin_x=(F+G)/A-6»IMdyI/(BxBy)=(1358.000+209.088)/4.8406*13.500/(2.200,*2.200)=316.17IkPa1.1 2计算y方向基础成面反力设计他ey=Mdx(F+G)=1.500/(1358.OOO+209.088)=0.OO1.mWeyBy6-0.367y方向小信心PHaXC=(F÷G)A46*Mdx(By-*Hx)=(1358.000+209.088)/4.8W6*1.50012.200'*2.200)=324.624kPaP三in-y=(F+G)A6*MdxI/(Byz*Bx)=(1358.0004209.0H8)4.840-6«1.500(2.20O2.200)=322.933kPa1.3 因MdKWoMdy01.ax-Pmax_x*Pmaxy-(F*G)/A=331.386+324.624-(1358.OOg209.088)/4.840=332.23IkPa1.4 计算地基净反力极值PjmiJX-PBaX-GQ332.231209.088/4.840:289.03IkPnPjmaxx=Pmaxx-GA=331.3«6-209.088/4.HIO=288.IH6kPnPjmax_y=Pmax_y-G/A=324.621-209.088/4.840=281.424kPa2 .柱对基础的冲切脸算W1.1.800.!Zhp=1.02. 1x方向柱对基础的冲切验算X冲切面积A1.x=ax(B1.-bc2-ho)*(hc+2*ho)÷(B1.-bc2-ho)(B2-bc2-ho)*(hc÷2*ho)+(B2-bc2-ho),>-max(1.1000.90020.460)*(0.900*2*0.160)*(1.1000.9000.460)72,(1.100-0.900/2-0.460)*(0.900+2*0.160)+(1.100-0.900-0.460)72)=三ax(0.382,0.382)=0.382mzX冲切截面上的地基净反力设计值FIX-AIX，PjmaX-0.382*289.031=110.38IkNyo<F1.x=1.0*110.381=110.38kN因o*F1.x0.70hp*ft-b*am*ho(6.5.5-1)=0.7*1.0001.27*1360.000*160=556.16kNX方向柱对基础的冲切满足规范要求2.2y方向柱对艇础的冲切除算y冲切面枳A1y=max(A1-hc2-h)(bc+2*ho)+(A1-hc2-ho)*(A1-hc2-ho),(A2-hc2-ho)*(bc+2*ho)(A2-hc2-ho)*(B2-hc2-ho)=nax(1.100-0.900/2-0.460)*(0.90(K2*0.460)+(1.100-0.900/2-0.460)*(1.100-0.900/2-0.460),<1,100-0.900/2-0.160>*(0.900-2*0.160)+(1.100-0.9002-0.-160)*(1.,100-0.900/2-0.460)-max(0.382,0.382)=0.382y冲切板面上的地鹤净反力设计值F1.y=A1.y*Pjmax=0.382*289.031=110.38IkNyoF1.y=1.0*110.381=110.38kN因o*F1.y0.7*hpft-b*bn*ho(6.5.5-1)=0.7*1.000*1.27*1360*460=556.16kNy方向柱对基础的冲切满足规范要求八、基11受剪承武力险第I,计算剪力pk=(Fk-KJk)=(1005.9+154.9)/4.8=239.8kPaA,=(A1.+2)*<max(B1.,B2)-0.51.>c)-(1100H100)*(max(I1.OO11100)-0.5*900)=1.42Vs=A'*pk=1.13*239.8=M3.OkN基础底面短边尺寸大于柱宽加两倍基础有效高度，不需脸蚱受剪承载力！九、柱下基砒的局部受压IMr因为基础的混凝十.强度等级大于等于柱的混凝土.强度等级，所以不用验算柱下扩展基础员面的局部受压承我力.十、IMI爻穹计算双向受弯.根据中751页条目4(3)中公式因exBx6=0.367mX方向小偏心a=(B-bc)/2=200-0.900)/2=0.650mPj1=(B-a>*(Pax,-Pnin,x)/Bx+Pmin_x-G/A-(2.2000.650)*(331.386-316.171)/2.200*316.171-209.088/4.840=283.69OkPa因eyBy6=0.367my方向小儡心a=(Byhc)/2=(2.200-0.900)/2=0.650mPJ2=(Bya)*(P三ax-yPnin-y)By+Pmin_y-GA=(2.200-0.650)*(324.624-322.933)/2.200÷322.933-209.088/4.HW=280.924kPa=1.022y=1.022MI=1/48*x*(Bx-bc)(2*By+hc)*(PjI+Pjax.x>=118*1.022*(2.200-0.900)(2*2.200+0.900)*(283.690+288.186)=109.05kNmMII=1.48*y*(By-hc),(2*Bx÷bc)*Q>j2*Pjmaxy)=I/48*1.022*(2.20G-0.900),*(2*2.200-0.900)(280.924+281.424)=107.21kN*十一、计算配筋1 .计灯基础底板X方向钢筋Asx=yo*MI0.9*ho*fy)=1.0*109.05*107(0.9160.000*360)=731,699m2ASX1.=RSX/By=731.7/2.200-332.591三1msx1.=aax(Asx1.,Pmin*H«1000)=¾ax(332.591,0.150S*500*1000)=750.OOOtmiZn选择蝌筋120150.实配面积为754.OOOmm'/叽2 .计算基础底板y方向钢筋Asy=yoMII(0.9*ho*fy)=1.0107.24*107(0.9460.000*360)=719.509nm;Asy1.=AsyBx=719.509/2.200=327.049un7mAsy1.=三ax(Asy1.,Pmin*fi1000)=三ax(327.049,0.150500*1000)=750.OOOimi,'m选择钢筋12肌50,实配面积为754.00Omm?m.
