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1、J4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(GB50007-201.1)E混凝土结构设计规范(GB50010-2010)二、不意图三、计算信息龙形柱高矩形柱高hc-50O11mhc=50011m构件编号：JC-I1 .几何参数台阶数n=1.矩形柱宽矩形柱宽基础高度计算类型:bc-500三nbc=500amh1.=500(m验算嵌面尺寸一阶长度b1.=115Omnb2=115On一阶宽度a1.=I250mma2=125Chm2 .材料信息基础混凝十.等级：C30ft=1.43Kmfc_b=14.3Nm柱混凝土等级：C30ft_c=1.43Nmfc_c=1.-1
2、.3Nm钢筋级别：HRMOOfy=360Nm3 .计算信息结构重要性系数：丫。=1.0基础埋深：dh=2.500m纵筋合力点至近边距离：as=40m基础及其上覆土的平均容重：丫二20.OOOkN/最小配筋率:Pain=0.150%4 .作用在基础顶部荷我标准组合值F1.=1650.OOOkNF2=1400.OOkNMx1-40.OOOkNtmMyI=40.0()0kN*mVx1.-IO.OOOkNVy1=-40.OOOkNMx2-20.OOOkN*mMy2=10.OOOkN*mV2=10.OOOkNVy2=20.OOOkNks=1.25Fk=FIZksI+F2ks2=1650.000/1.25
3、+1400.000/1.25=2440.OOOkNMx=Mx1.ks+F1.*(Bx2-B1.)ks+Mx2ks+F2*(B2-Bx2)ks-10.000/1.25H650.000*(4.500/21.400)/1.25OOkX*mMy=My1.ksF1.*(A2-A1.)2ks+My2ks+F2*(A2-A1.)2ks-10.000/1.25H650.000*(1.5001.500)/2/1.2510.000/1.25ni00.000*(1.5001.500)/2/1.25=-10.000k*mVx=Vx1.ks+Vx2ks=40.000/1.25+10.000/1.25=40.OOOkNV
4、y=Vy1.ksVy2ks=-W.000/1.25+20.000/1.25=16.OOOkNMxk-Mx1.F1*(Bx2-B1.)Mx2*F2*(B2Bx2)FO.000+1650.000*(4.500/2-1.W0)-20.00014(W.00A+6*Mdyk(B*By)=(2440.0C0675.000)/13.500+640.(X)O/(4.503.000)=234.69IkPaPkmin_x=(Fk+Gk)/A-6*Mdyk(B*By)-(2440.000*675.000)/13.5006*40.000/(4.503.000)=226.79OkPaeykMdxk(Fk+Gk)=207
5、.500/(2140.OOo+675.000)=0.067m因IeykBy6-0.5O0my方向小信心PkmHXy=(Fk*Gk+6*Mdxk(B*Bx)=(244O.OOO+675.000)/13.500+6207.5001/(3.00*4.500)=261.18IkPaPkminy=(Fk-Gk)-6*Mdxk(B*Bx)-(2440.000*675.000)/13.5006*207.5001/(3.00*4.500)=200.OOOkPa3.确定法础底面反力设计伯Pkmax=(Pk三ax-pk)+(Pkax_y-pk)+pk-(234.691230.741)*(261.481230.74
6、1)*230.741=265.432kPayo*Pknax=1.0*265.132=265.432kPa1.2*fa=1.2*2W.000=288.OOOkPa偏心荷载作用下地基承栽力湎足要求七、基砒冲切险算1 .计。基础底面反力设计伯1.1 1计算X方向塞础底面反力设计值x=Mdy/(F+G)=32.000/(2440.00011.250)=0.O1.Oio因exBx6.0=0.75O三X方向小信心Paaxx=(F+G)A+6*Mdy/(B*By)=(2440.000-911.250)/13.500+6*32.0001/(4.50+3.000)=251.40IkPaPin,x=(F+G)A-
7、6Mdy/(B*By)=(2440.000-911.250)/13.500-6*32.0(K)/(4.50*3.000)=215.08OkPa1.2 计比、,方向基础底面反力设计值ey-Mdx(FfG)166.000/(2440.000*911.250)-0.05Om因eyBy6=0.500y方向小(ft心PBau=(F+G)A+6*Mdx(B*Bx)=(2440.000-911.250)/13.500+6*166.000(3.00*1,500)=272.833kPnPain_y=(F+G)A-6*IMdx/(B*Bx)=2410.000-911.250)/13.500-6*166.000/(
8、3.001.500)=223.648kPa1.3 因MdXWOMdy0Pax=Pmax-xPmax-y-(F+G)=251.401+272.833-(2140.OOO+911.250)/13.500=275.99妹Pa1.4 计算地基净反力极值PjInaX=P三ax-GA=275.991-911.250/13.500=208.494kPaPjmax_x=Pmax_x-G/A=252.191-911.250/13.500=181.69IkPaPjmax_y=Pmax_y-G/A=278,981-911.250/13.500=211.48IkPa2 .验算柱边冲切YII=h1.=O.500a,YB
9、=bc=2.HOOm1Y1.=hc=O.500三YBI=B1+Bc2=2.25011,YB2=B2*Bc2=2.250,Y1.1.=A1.=I.500Y1.2=A2=I.500YHo=YH-as=0.460m2.1因(YH800)hp=1.0X冲切位置斜械面上边长X冲切位置斜板面卜边长X冲切不利位置X冲切嵌面上的地基净反力设计优2.2 X方向柱对基础的冲切验算bt=YB=2.80Ombb=YB+2YHo=3.720mbn-(btbb)2(2.800+3.720)/2-3.260mF1.x=A1.x*Pjmax=0.000*208.-194=0.OOOkNY。，FIX=I.0*0.000=0.O
10、OkNoF1.x0.7*Bhp*ftbbO.MdyO此基础为双向受弯2 .计算IT截面考矩因exBx6=O.750nX方向小偏心PjI=11ax(Bx-a1.)(Pxmax-Pminx)Bx)+Pmin_x-G/A,(Bx-a2)*(Pxmax-Pmin_x)/Bx)+Pmin_x-G/A)=max(4.500-1.250)*(252.191-244.290)/4.500)+244.290-911.250/13.500,(4.500-1.250)*(252.191-244.290)/4.500)*2M.290911.250/13.500)=182.497kPa因eyWBy6=O500my方向小
11、儡心PJ2=max(By-a1)*(Pya-Py三in)/By)+Py三inHA,(Bya2)*(Pymax-Pymin)By)-Pynin-GA)=max(3.000-1.250)*(278.)81-217.500)/3.000)+217.500-911.250/13.500,(3.000-1.250)*(27H.981-217.500)/3.000)+217.500-911.250/13.500)=185,864kPabbc1.2*bc22Bc-0.500/2*0.500/2H.700-2.200mh=maxhcI,hc2)=max(0.500,0.500)=0.50()b=1.021y=
12、1.030MI-1=148x*(Bxb*(2By+h)CPj1+Pjmnx_x)=1.48*1.021*(4.500-2.200*(2*3.000-0.500)*(182.497+184.691)=268.59kN*mMIIJ=I/48*y*(By-h(2*Bx)*(Pj2+Pjax_y)-1481.030*(3.0000.500*(2*4.500*2.200)*(185.864*211.481)=596.91kN*m十、计算配解10.1计算AsxAsx_1.-Yo*MI_1./(0.9*(H-as)fy)=1.0*268.59*1/(0.9*(500.000-10.000)*360)=180
13、2.ImAsx1.=Asx_1.=18O2.Imsx-sx1.By-1802.1/3.000-601.mmAsx=max(Asx,min*H*10()0)=max(601,0.150*500*1000)=750a三选择钢筋12150,实配面枳为754m11u10.2计算ASyAsy_I=Yo*M11-1.(0.9*(H-as)*fy)=1.0*596.91*1.(0,9(500.OOO-40.OOO)*360)二4005.OnAsy1.=Asy_1.=4005.OmASy=ASyI/Bx=1005.0/4.500=890m11Asy=11ax(Asy,pmin*H1000)-max(890.O.150%*500*1000)=S9Ob选拜钢筋121.25,实配面枳为905mm,
