《双柱阶梯基础计算1.docx》由会员分享，可在线阅读，更多相关《双柱阶梯基础计算1.docx（6页珍藏版）》请在课桌文档上搜索。
1、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=11.3Ni115fcc1.4.3Nn1
2、IIRB100fy=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.OOOkNMq
3、Nk1.=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.-
4、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.)Mgyk2Pgk2*(Bx2-BI+Mqyk2+Fqk2*(Bx2-BD=15.000-210.000*(2.900/2-1.150+10.000-58.000*(2.900/2-
5、1. ISO)*18.00031.000*(2.900/2-1.150)+5.0008.000*(2.900/2-1.150)=-29.70OkwmVxk=Vgxk1+Vqxk1Vgk2+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.
6、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)+1.501.00*(3.000+8.000*(1.15Ch1.150)=7.600kNmMy-rg1.*(Mgyk1.Fgk1.*(Bx2B1.)+rq1.r1
7、.1(Mqyk1-Fqk1.*(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+GkA+6*IMdyk(Bx
8、*By)=(337.000+146.740)/6.6706*-23.3001/(2.90012,300)=79.752kPaPkmin_x=(PkCkA-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/(337.000146.740)=0.015m因IeykBy=O.：183my方向小信心Pkmax,y=(FkGk)+6*MdxkI/(By*Bx)=(337.OOO+M6.740)/6.670+6*17.2001/(2.3002,900)=75.34IkPaP
9、kmin_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
10、+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=1.220mX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(0.9
11、50,0.950)=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*YHi)=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*bn*YHo(6.5.51)=0.7*I.000,MdyX)此基础为双向受弯2 .计算IT截面弯矩因exBx6=O.48
12、3mX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)-Py
13、min-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)11h=maxhc1.,hc2)=max(O.500,O.500)=0.500b=1.022By=I.024M1.I=I/48*x*(Bx-b)(2*Byh)(Pj1+Pj三ax_x)=1481.022*(2.900-1.100):*(
14、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*2.9001.100)*68.24248.365)=65.MkMw十、计算配防10.1计算AsxAsx_1.=oM1._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*
15、1.1.*1000)=max196.281,O.150*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。
