双柱阶梯基础计算1.docx
双柱阶梯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)混凝土结构设计规范GB50010-2010(2015年版)二、不意图M计算类型：验鳏被面尺寸三、计年信息构件编次JCT1.几何参数台阶数"1hc=50(>Hnhc=500mn矩形柱宽bc=500三m矩形柱高矩形柱宽bc=500三n矩形柱高基础高度h1.=400rm一阶长度b1.=900mm2.材料信息加础混凝土等级：柱混凝土等级：b290011mC30ft_b=1.13N/WC30ftc=1.43Nmni阶宽度a1.-9001111a2-90011mfc_b=11.3Ni115fcc1.4.3Nn1IIRB100fy=360N11三4钢筋级别：3.计算信息结构虫要性系数：o=I.0基础埋深：dh=1.100b纵筋合力点至近边距离：as-40mn基础及其上检十的平均容或：=20.OOOkWm'最小配筋率：p三in=O.150作用在基础顶部荷载设计值Fgk1=210.OOOkNFqk1-58.OOOkNFgk2=31.OOOkNFqk2=8.OOOkNMgXk1.=-6.000kN*11Mgxk2=13.OOOkNWiMgyk1-15.OOOkN*mMgyk2=18.OOOkN*mVgxk1.=4.OOOkNVgxk2=7.OOOkNVgyk1.=2.OOOkNVgyk2=-5.OOOkNMqNk1.=T.OOOkVmMqXk2=3.OOOkN*mMqyk1.=10.OOOkVmMqyk2=5.OOokN*mVqxk1=3.OOOkNVqxk2=2.OOOkNVqyk1.=I.OOOkNVqyk2=-1.OOOkS永久荷我分项系数rg1.=1.30可变荷我分项系数rq1.=1.50可变荷载分项系数r1.1.=1.00永久荷战分攻系数rg2=1.30可变荷段分项系数rq2=1.5Q可变荷栽调整系数r12=1.00Fk=FgkbFqk1.+Fgk2+Fqk2=240.000+58.000*31.000+8.000=337.OOOkNMxk=MgxkPFgk1(A2-AD-Mqxk1.-FqkI(A2-1)+Mgxk2+Fgk2*(A2-1)÷Mqxk2+Fqk2(A2-1)=-6.000+240.000*(1.150-1.15O)+-4.000-58.000*(1.150-1.150)÷13.000-31.000*(1.150-1.150) +3.OoO+8.000*(1.150-1.150)-6.OOokNomMyk=Mgyk1.-Fgk1»(Bx2-B1.)-Mqyk1.-PqkI(Bx2-B1.)÷Mgyk2÷Pgk2*(Bx2-BI+Mqyk2+Fqk2*(Bx2-BD=15.000-210.000*(2.900/2-1.150>+10.000-58.000*(2.900/2-1. ISO)*18.00031.000*(2.900/2-1.150)+5.0008.000*(2.900/2-1.150)=-29.70OkwmVxk=Vgxk1+Vqxk1÷Vgk2+Vqxk2M.000+3.000-7.OoO+2.000=16.OOOkNVyk=Vgyk1.+Vqyk1.+Vgyk2+Vqyk2=2.000+1.000-5.OOO+-1.000=-3.OOOkNF-rg1.*Fgk1.rq1.*r1.1.*Fqk1.g2Fgk2rq2r1.2Fqk2=1.30*240.000+1.50*58.OOO1.30+1.00*31.000+1.50*1.00*8.000M51.300kN*mMx=r1.*(Mxk1.+Fgk1.*(2-A1)+rq1.*r1.1(Mqxk1.+Fqk1.*(A2-A1)+rg2*(Mgxk2+Fgk2*(2-D)*rq2*r1.2*(Mqxk2*Fqk2*(A21)=1.30*(-6.000+240.000«(1.150-1.150)+1.50*1.00*(-4.000+58.000*(1.150-1.150»+1.30*(13.000+31.000*(1.150-1.150)+1.50»1.00*(3.000+8.000*(1.15Ch1.150)=7.600kNmMy-rg1.*(Mgyk1.Fgk1.*(Bx2B1.)+rq1.r1.1(Mqyk1-Fqk1.*(Bx2-B1.)<g2*(Mgyk2*,Fgk2*(Bx2-B1.)+rq2*r1.2*(Mqyk2*Fqk2*(Bx2-B1.)>=1.30*(15.000-240.000*(2.900/2-1.150)+1.50*1.00*(10.QoO-58.000*(2.900/2-1. 150)+1.30*(18.000+31.000*(2.900/2-1.150)+1.501.00*(5.000+8.000*(2.900/2-1.150)=-38.610kN*mV=rg1*Vgk1+rq1*r11*Vqk1*rg2*Vgk2+r<2*r12*Vqxk2=1.30*1.000+1.50*1.00*3.000÷1.30»7.OOO+1.50*1.00*2.000=21.800kNVy-rg1.*VgykHrq1.*r1.1.Vqyk1.g2*Vgyk2*r2q*r1.2*Vqyk2-1.30*2.OOOH.50*1.00*1.OO(H1.30,5.000÷1.50*1.00*-1.000=-3.90OkN5.修正后的地基承我力特征伯fa=190.OOOkPa四、计，割取1 .基础总长Bx=B1.+B2+Bc=1.150+1.150+0.600=2.900m2 .玳础总宽By=A1.+A2=1.150*1.150=2.300mA1.=a1.+三ax(hc1.,hc2)2=0.900+ax(0.500,0.500)/2=1.150b2a2t11ax(hc1.hc2)20.900nax(O.500,0.500)/2=1.1.50nB1.=b1.+bc1.2=0.900+0.500/2=1.150mB2=b2+bc22=0.900-0.500/2=1.150n3 .基础总高H=h1.=O.400=0.10Oa4 .底板配筋计算高度ho1.-as0.WOO.0-10-0.360m5 .基础底面积A=BX*By=2.900*2.300=6.670ai6 .Gk=*Bx*By*dh=20.000*2.900*2.300*1.100=116.7WkNG=1.35*Gk=1.35*116.74g198.099kN五、计年作用在基础底部弯矩值XdXk=MXk-Yyk*H=6.0003.000*0.400=7.200kN*mMdyk=Myk+Vk*H=-29.700+16.000*0.400=-23.300kN*mYdX=MX-Vy*H=8.1。0-4.050*0,400=9.720kN*mMdy-MyiVxtH-IO.095.800*0.100-31.375kN*三六、设算地茶承债力1 .蕤算轴心荷载作用下胞胜承我力Pk=(FkH)/R=(337.Oo(HM6.740)/6.67(T72.525kPa【5.2.2-2因opk-1.0*72.525-72.525kPaSfaE90.OOOkPa轴心荷载作用下地基承致力满足要求2 .骁算偏心荷载作用下的地步承我力Cxk=Mdyk/(Fk+Ck)=-23.300/(337.000+146,740>三-0,048n因IeXkBx60.183mX方向小信心，由公式(5.2.2-2和05.2.2-3】推导PkmaxX=(Fk+Gk>A+6*IMdyk(Bx'*By)=(337.000+146.740)/6.670÷6*-23.3001/(2.90012,300)=79.752kPaPkmin_x=(Pk÷Ck>A-6*Mdyk/(Bx*By)=(337.000+1-16.710)/6.670-6*卜23.300(2.9002,300)=65.297kPaeyk-Mdxk(Fk*Gk)7.200/(337.000÷146.740)=0.015m因IeykBy=O.：183my方向小信心Pkmax,y=(Fk÷Gk)+6*MdxkI/(By*Bx)=(337.OOO+M6.740)/6.670+6*17.2001/(2.3002,900)=75.34IkPaPkmin_y=(FkGk)A-6*;Mdxk/(By'*Hx)=(337.OoO+146.710)/6.670-6*17.200/3002.900)=69.709kPa3 .确定基础底面反力设计值Pkmax=(PkIIaX_X-Pk)+(Pk三ax-y-pk)+pk=(79.752-72.525)+(75.341-72.525)+72.525=82.568kPao*Pkmax1.0*82.568-82.568kPa1.2*fa1.2*190.000-228.OOOkPa偏心荷我作用下地基承领力满足要求七、基地冲切验算1 .计算基础底面反力设计值1.1 计或X方向基础底面反力设计值ex=Mdy(F+G)=-31.375(41.950+198.(W9)=-0.(MHm因exBx/6.0=0.483X方向小信心1.axx=(F+G)A+6*!M<1.y(BxBy)=(454.950*198.099)/6.670*6*31.3751(2.900,*2.300)=107.64IkPaPain_x=(F÷G)A-6*Mdy1./(Bx*By)=(454.950+198.099)/6.670-6*-31.375(2.900s*2.300)=88.176kPa1.2 计算y方向基础底面反力设计1ey=Mdx(F+G)=9.720/(151.950+198.099)=0.015m因CyBy6=0.383y方向小偏心P三ax-y-(F*G)/A»6*YdXI/(By*Bx)=-154.950+198.099)/6.67(K6*9.720/(2.300*2.$)00)=IO1.T1.OkPaP«in_y=(F+G)A-6*iMdx(By2*Bx)=(454.950+198.099)/6.6706*9.720(2.300z*2.900)=94.107kPa1. 3因Mdx#OMdyOPBaX=Pmax_x+Pmax_y-(FM)=107.6414101.710-(454.950»198.099)/6.670=111.442kPa1 .4计算地法净反力极值PJmax=1.a-GA=1.11,442-198.099/6.670=81.742kPaPjmaxX-PtoaX_x-G/A=107.493198.099/6.670=77.793kPaPjmaxy=Pinax.y-GA=98.065-198.099/6.670=68.365kPa2 .骁算柱边冲切YH-h1.=O.100«,YB=bc1.2+bc22÷Bc=1.100e,Y1.=三ax(hc1.,hc2)=0.50011YB1.-BPIk2-1.450m,YB2=B2Bc'2=1.45O三.Y1.1.1.-1.150三,Y1.2-A2-1.15OaYHo=YH-as=0.360m因YHW800,取BhD=1.O2. 1x方向柱对基础的冲切粉算X冲切位置斜截面上边长at=Y1.=O.500mX冲切位式斜椽面下边氏ab=Y1.,*2*YHf>=1.220mX冲切面枳A1.x=max(YB1.-YB2-YHo)*(Y1.÷2*YHo)÷(YB1.-YB2-YHo)(YB2-YB/2-YHo)(Y1.+2*Y1.1.)+(YB2-YB2-11io)2)=BaX(1.4501.100/20.360)*(0.5000.360)1.450-1.100/2-0.360)1.(1.4501. 100/2-0.360)*(0.500+0.360)+(1.45O-1.100/2-0.360)i)=ax(0.950,0.950)=0.950m2X冲切破面上的地基净反力设计值F1.x=A1.xaPjmax=O.W50*HI.742=77.688kNyo*F1.x=1.0*77.688=77.69kNyoF1.x0.7*hp*ft-b*,jm*YH<j(6.5.5-1)M).7*1.000«1.43*860*360=309.9IkNX方向柱对耻础的冲切湎足规范要求2. 2y方向柱对基础的冲切粉算y冲切位置斜极面上边长bt=YBM.100my冲切位S1.斜戴面下边长bb=YB*2Y1.1.o=1.82Omy冲切不利位词t*=(bt+bb)2=(1.100+1.820)/2=1.160my冲切面积A1.y=max(Y1.1.-Y1.2-YHo)(YB+2*YH)÷(Y1.1.-Y1.2-YH)2,(Y1.2-Y1./2-YHo)(YB*2*Y1.h)(Y1.2-Y1.2-Y1.1.o)2=j11ax(1.150-0.500,z2-0.360)*(1.10G÷2*0.360)+(1.150-0.500/2-0.360尸，(1.150-0.500/2-0.360)»(1.100+2*0.360)+(1.150-0.50020.360>i)=3x(1.274,1,274)=1.274mzy冲切截面上的地基净反力设计值FIy=A1.yMJmax=I.274*81.742=101.172kNyoF1.y=1.0*104.172=101.17kNyoF1.y0.7*hp*ftb*b<n*YHo(6.5.51)=0.7*I.00<)*1.-13*1160*360=526.13kNy方向柱对基础的冲切满足规范要求八、柱下基础的局部受压险重因为基础的混凝土强度等级大于等于柱的混凝十强度等级,所以不用验算柱下扩展基础丁及面的局部受压承载力。九、基砒爻穹计算1 .因MdX>0,MdyX)此基础为双向受弯2 .计算IT截面弯矩因exBx6=O.483mX方向小僮心Pj1=InaX(BK-a1)(Pxeax-Pniin_x)/Bx)÷Pin-x-CA,(B-a2)(PXmaX-P)Uinx)Bx)+Pmin-G)=max(«2.W)0-0.O0)*(107.493-88.324)/2.900)+88.324-198.099/6.67().«2.UOO-0.900)*(107.193-88.324)/2.900)-88.32-1-198.099/6.670)=71.844kPa因eyBy6=0.383my方向小偏心Pj2=max(Bya1.)*(PyBaX-PyBir>)/By)÷Pyin-CA,(By-a2)(Pymax-Pymin)/By)-Pymin-GA)=max(2.30Q-0.900)*(98.065-97.752)/2.300)+97.752-198.099/6.670,(2.300-0.900)*(98.065-97,752)/2.300)+97.752-198.099/6.670)=68.242kPab=bc1.2+bc22+Bc=0.500/2+0.500/2+0.600=1.1.(X)11>h=maxhc1.,hc2)=max(O.500,O.500)=0.500b=1.022By=I.024M1.I=I/48*x*(Bx-b)(2*By÷h)(Pj1+Pj三ax_x)=1481.022*(2.900-1.100):*(2*2.300+0.500)*(71.844+77.793)=52.66kNy*(Byh)(2*Bx+b)*(Pj2*Pjmax_y)=1/48*1.024*(2.300-0.500)1*(2*2.900÷1.100)*<68.24248.365)=65.MkMw十、计算配防10.1计算AsxAsx_1.=o«M1._1./(0.9*(H-as)fy)=1.0*52.66*10,(0.9*(100.000-10.000)*360)=451,445mfAsx1.=sx-1.=451.44511nAsx=Asx1.Hy=451.1452.300=196.281rrm;/mAsx=maxAsx,pmin*1.1.*1000)=max<196.281,O.150¾*400*1000)二600.OOOnmI'选择钢筋IOM30,实配面积为604.OOOnImm.10.2计算RSyAsy=yoMIIJ(0.9*(H-as)*fy)=1.0*65.14*107(0.9*(400.00040.000)*360)=558.477mn1Asy1.=Asy_1.=558.477rrtn-'Asy=Asy1.Bx=558.477/2.900=192.57811m7msy-maxsy,Pmin*1.1*1000)=mnx(1.92.578.O.I5*400*1000)=600.000am,选择钢筋ICI130,实配面积为60出00OmHf7m。
