ZJ-2锥形基础计算.docx
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(GB50007-2002)£混凝土结构设计规范(GB50010-2010)简明裔层钢筋混凝土结构设计手册?李国胜计算侑息构件编号：ZJ-2计算类型：验算版面尺寸1.几何参数矩形柱宽bc=350a矩形柱高基础端部高度h1.-35011m基础根部高度h2=5011三基础长度B1.=950IMnB2=95011三基础宽度1.=950三mA2=950rahc=350an2 .材料信息fc-b=14.3Nmfc_c=1.-1.3Nm基础混凝十.等级：C30ft>=1.43Km柱混凝土等级：C30ft_c=1.43N/m钢筋级别：HRMOOfy=360Nn3 .计算信息结构重要性系数：丫。=1.0基础埋深：dh=0.900m纵筋合力点至近边距离：as=40m基础及其上覆土的平均容重：丫=18.OOOkW最小配筋率：PBin=O.150%4 .作用在基础顶部荷我标准伯FKk=200.OOOkNFqk=O.OOOkNYqxk=O.OOOkNVqyk=O.OOOkNMgxk-O.OOOkNtmMgyk=O.0()0kN*mVgxk=O.OOOkNVgyk=O.OOOkNMqxk-O.OOOkN*mMqyk=O.OOOkN*m永久荷载分项系数rg-1.20可变荷战分J系数rq=1.40Fk=Fgk+Fqk=200.000+(0.000)=200.OOOkNMxk=Mgxk+Fgk*(B2-B1.)2+Mqxk+Fqk*(B2-B1.)/2-0.000200.000*(0.9500.950)/2-(0.OOO)»0.000*(0.9500.950)/2=0.OOOkWmMyk=Myk+Fgk*(A2-A1.)2+Mqyk+Fqk*(A2-A1.)/2=0.000-200.000*(0.950-0,950)/2+(0.000)+0.000*(0.950-0.950)/2-O.000k!*mVXk=VgXk+Yqxk=O.00(H-<0.000)=0.OOOkNVyk=Vgyk+Yqyk=Q.000+9.000)=0.OOOkNF1.=rg*Fgk+rq*Fqk=1.20*(200.000)+1.40*(0.000)=240.OOOkNMx1=rg*(Mgxk*Fgk*(B2-B1)2>+rq*(Mqxk+Pqk*(B2-B1.)/2)=1.20*(0.OoO+200.000*(0.950-0.950)/2)+1.40*(0.OOO-0.000*(0.950-0.950)/2)=0.OOOkN*mMy1.=r*(MKyk+Fgk*(A2-A1)2)+rq*(Mqyk+Fqk*(A2-A1.)/2)-1.20*(0.000*200.000*(0.9500.950)/2)1.40*(0.000*0.000*(0.9500.950)/2)=0.OOOkHmVx1.=rfi*Vgxk*rq*Vqxk=1.20»(0.000)+1.10»(0.000)=0.OOOkNVy1.=r*Vykrq*Vqyk=1.20*(0.OoO)+1.40*(0.000)=0.OOOkNF2-1.35Fk1.35*200.000-270.OOOkNMx2=1.35*Yxk=1.35*(0.000)=0.OOOk.X*mMy2=1.35*Myk=1.35*(0.000)=0.OOOkMnVx2=1.35*Vk=1.35*(0.000)=0.OOOkNVy2=i.35*Vyk=1.35*(0.000)=0.OOOkNF=max(H1.,F2)=nax(240.OOO,i270.000)=270.OOOkNMx=max(Mx1.jMx2)=vax(O.OOO1.IO.OOO1.)=0.OOOkN*mMy=max(My1.,My2)=三x(0.0001,IO.OOOi)=0.000kN*nVx-max(Vx1.Nx2D二三ax(O.OOO.O.OOO)0.OOOkNVy=max(Vy1.：,IVy21)=三x(O.OCO.O.OOO)=0.OOOkN5 .修正后的地法承我力特征伯fa=80.OOOkPa四、计算割收1 .基础总长Bx=B1.÷B2=0.950-0.950=1.900m2 .基础总宽By=A1.+A2=0.950-0.950=1.900m3 .基础总高H=h1.+h2=0.350+0.0500.100m4 .底板配筋计算高度ho1.+2as0.350*0.0500.(MO-O.360m5 .基础底面积A=BX*By=1.900*1.900=3.6106 .Gk=*Bx*By*<ih=18.000*1.900*1.900*0.900=58.182kNG=1.35*Gk=1.35*58.482=78.95IkN五、计Ir作用在基础底部弯矩值MdXk=MXkTyk*H=<000-0.()0()«().100=0.OOOkN*aMdyk=Myk+Yk*H=O.000+0.000*0.-100=0.OoQkN*Mdx=MxTyH=O.000-0.000*0.100=0.Oood*mMdy-MyH,xH-0.0000.000*0.400-0.OOOkNtm六、设墓地茶承劝1. 骁算轴心荷栽作用下地聪承我力Pk=(Fk+Ck)/A=(200.000+58.482)/3.610=71.602kPa15.2.1-2因t>*pk-1.071.602=71.602kPafa-80.OOOkPn轴心荷我作用下地基承毅力满足要求因Mdyk=O,Hdxk=OPkmiix=(FkGk)/A=(200.000-58.182)/3.610=71,6O2kPa七、基砒冲切险算1.计W基础底面反力设计伯因Mdx=O并且Mdy=OPmax=Pmin=(F+G)/A=(270,000-78,951)/3.610=96.662kPaPjmax-PaaxG/A-96.66278.951/3.610=74.792kPa2.柱对基础的冲切验算2. 1因(H800)Php=I.03. 2X方向柱对基础的冲切粉算X冲切而积1x=max(A1.-hc/2-ho)(bc+2*hc)+(A1-hc2-ho1(A2-hc2-ho)*(bc+2*ho)+(2-hc2-ho=max(0.950-0.350/2-0.360)(0.350+2*0,360)+<0.95Q-0.350/2-0,360,(0.950-0.350/2-0.360)*(0.350*2*0.360)(0.9500.350/20.360)=max(0.616,0.616)=0.616X冲切截面上的地第净反力设计值F1.x=AixPjmax=O.616*74,792=46.093kNoF1.x-1.CM<46.093-46.09kN因Yo*F1.x0.7*hp«ft_b*bm*ho(6.5.5-1)=0.7*1.000»1.43*710*360=255.86kNX方向柱对基础的冲切满足规范要求4. 3y方向柱对基础的冲切验算y冲切面积A1y=max(B1.-bc2-ho)*(hc+2*ho)*(B1.-bc2-ho,(B2-bc2-ho)*(hc+2*ho)+(B2-bc2-ho)=max(0.950-0.350/2-0.360)»(0.350+2*0.360)+(0.950-0.350-0.360/2,(0.950-0.350/2-0.360)*(0.350+2*0.360)+(0.950-0.350-0.360/2)=三ax(0.616,0.616)=0.616y冲切截面上的地基净反力设计值F1.y=AIy*Pjmax=0.616*74.792=46.093kNo*F1.y=1.0*16.093=16.09kN因o*F1.y0.7Php*ft_b*am«w(6.5.5-1)-O.7*1.000*1.43*710.000*360=255.86kNy方向柱对基础的冲切满足规范要求八、柱下基础的局部爻压收算因为基础的混凝土强度等级大于等于柱的混凝土强衣等级,所以不用脸舞柱下扩展基础蹊面的局部受压承教力.九、茶砒受穹计算因MdX=OMdy=O基础轴心受压，根据公式【8.2.7-4】【8.2.7-5】推导：MI-1/24*(Bxbe*(2*By+hc)Pjmax=124*(1.900-0.350*(2*1.900+0.350)*74.792=31.07kN*M11=1.24*(By-hc*(2*Bx+bc)*Pj三ax-124*(1.900-0.350*(21.900+0.350)*74.792=31.07kN*m十、计算配筋1 .计算基础底板X方向钢筋Asx=oMI(0.9*ho*fy)=1.0*31.07*1/(0.9*360.000*360)=266.IaAsxI=AsxZBy=266.4/1.900=M(WmAsx1.-Bax(sx1.,PminWIMOO(I)=三x(1.10,0.150%»400«1000)=600mm选择钢筋126160,实配面枳为707./2 .计算基础底板y方向钢筋Asy=yo*MII(0.9*ho*fy)=1.0*31.07*1/(0.9*360.000*360)=266.4asy1.=syBx-266.41.900=1401111>Asy1.=BaxCAsy1.,min«H«1000)=BaX(M0,0.150%*399*1000)=600mm选择制前120160,实配面积为707球.
