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1、J4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)(混凝土结构设计规范(GB50010-2010)二、不意图三、计算信息构件编号：JeI计算类型：自动计算限面尺寸I.几何参数台阶数n=1.矩形柱宽bc=700a矩形柱高hc=70Onn基础高度h1.(自动计霓)-40Omm一阶长度b1.=130011mb2=IBOOinn一阶宽度a1.=1.300mma2=1.BOOnin2 .材料信息域础混凝土等级：C35ft1.57Nnfc_b=16.7Nm柱混凝土等级：C35ft.c=1.57Nmfc.c=16.7Nm钢筋级别：IIKB-100fy=3
2、60Nm3 .计算信息结构重要性系数：Y0=1.00基础埋深：dh=3.500m纵筋合力点至近边距离：as=W11m基础及其上覆士的平均容H1.：=20.OOOkN/最小配笳率：Pin=0.1504 .作用在基础顶部荷载标准组合值F=1250.OOOkNMx=80.OOOkHmMy=80.OOOkNmVX-80.OOOkNVy=-90.OOOkNks=1.00Fk=FZks=1250.000/1.00=1250.OOOkNMxk=Mxks=80.000/1.00-80.OOOk*mMyk=MyZks=SO.0001.00=80.(00kX*mVk=Vxks=80.000/1.00=80.OOO
3、kNVyk=Vyks=-90.000/1.00-90.OOOkX5 .修正后的地基承我力特征值fa=194.OOOkPa四、计算1 .基础总长Bx=b1.+b2+bc=1.300+1.300).700=3,300m2 .基础总宽ByaHa2*hc1.300H.300*0.700-3.300mA1.=a1.+hc2=1.300+0.700/2=1.650aA2=a2+hc2=1.300-0.700/2=1.650mB1.=b1.+bc2=1.300+0.700/2=1.650bB2=b2+bc2=1.300+0.700/2=1.650m3 .基础总离H=h1.=O.400=0.100n4 .底板
4、配筋计算高度ho-h1.as-0.4000.040=0.360m5 .基础底面积A=BX*By=3.300*3.300=10.8906 .Gk=y*Bx*By*dh=20.OOO*3.3003.300*3.500=762.30OkNG=1.35*Gk=1.35*762.300=1029.105kN五、计算作用在基础底部弯矩值MdXk=MXk-Yyk*H=80.OOQ-(-90.000)*0.400=116.000kN*11Mdyk=Myk+Vk*H=80.Ooo+80.000*0.WO=I12.OOOkN*mMdX=MX-Vy*H=80.000-(-90.000)0.400=116.OOOkN
5、-HnMdy=MyVxH=80.000+80.000*0.400-112.000kNm六、改墓地茶承力1 .蕤算轴心荷载作用下地携承我力5.2.1-2pk=(Fk-KikA=(1250.000+762.300)/10.890=184.784kPa因yopk=1.00*184.784=184.784kPafa=194.OOOkPa轴心荷我作用下地基承我力满足要求2 .蕤算儡心荷载作用下的地携承效力Cxk=Mdyk/(Fk-KJk)=112.000/(1250.W)O+762.300)=0.056m因IeXkBxfr-i0.550mX方向小信心，由公式(5.2.2-2和105.2.2-3】推导Pk
6、maxX=(Fkyk)/A+6*Mdyk(B*By)=(1250.W)O+762.300)/10.890+6*i112.0001/(3.30*3.300)=203.484kPaPkmin-X=(Fk+GkA-6*Mdyk(B*By)=(1250.OOO+762.300)/10.890-6i112.0001/(3.30*3.300)=166,085kPaeyk-Mdxk(Fk4Gk)116.000/(1250.000+762.300)-0.058m因IeykBy6=0.550my方向小信心PkmaX-y=(FkGk)6*MdxkI/(B*Bx)=(1250.OoO+762.300)/10.890
7、116.0001/(3.30*3.300)=204.15IkPa1.,kmin-y=(HkIk)-6*Mdxk(B*Bx)=(1250.OOO+762.300)/10.890-6i116.0001/(3.30*3.300)=165.417kPa3 .确定基础底面反力设计值Pkmax=(PkBaX_X-Pk)+(Pkaaxj-Pk)+pk=(203.484-184.784)+(204.151-184.784)+184.784=222.85IkPayo*Pkmnx1.00*222.851=222.85IkPaS1.2*fa1.2*194.Ooo=232.80OkPa偏心荷我作用下地基承毅力满足要求
8、七、涮冲切殴算1 .计算基础底面反力设计值1.I计算X方向基础底面反力设计值ex=Mdy(F+G)=I12.000/(1250.OOoHo29.105)=0.049a因exWBx60=0.550X方向小信心1.ax.x=(F+G)A+6SYdy/(B*By)=(1250.000*1029.105)/10.890*6112.000/(3.30*3.300)=227.984kPaPein-X=(F+G)/A-6IJMyI/(B*By)=1250.000-1029.105)/10.890-6*1112.00030*3.300)=190.585kPa1.2计算y方向基础底面反力设计值ey=MJxFG)
9、=116.000/(1250.OOO+1029.105)=0.051a因cyWBy/6=0.550y方向小偏心Pnax_y-FG)/A6Mdx/(B*Bx)=(1250.000-1029.105)/10.90-6116.O(K)/(3.30*3.3OC)=228.65IkPaPMin.y=(F+G)A-6*1.M1.x(B*Bx)=(1250.000*1029.105)/10.8906116.000/(3.30*3.300)=!89.917kPa1. 3因YdK0Mdy0PBaX=PmaX_x+Ptnax_y-(F+A-227.984*228.651(1250.000*1029.105)/10
10、.890=247.35IkPa1.1计篇地艇净反力极fftPjmax=1.-GA=247,351-1029.105/10.890=152.85IkPaPjmoxx=Pmax_x-G/A=227.9841029.105/10.890=133.484kPaPjmaxy=hnax_y-G/A=22S.651-1029.105/10.890=134.151.kPa2.骁算柱边冲切YH=h1=0.100n,YB=bc=O.7O0m,Y1.=hc=O.700YB1.-B1.=I.650m,YB2-B2=1.650m,Y1.1=1=1.650m1Y1.2=2=J.650mYHo=YH-as=0.360m2.
11、1因(YH800)hp=1.02.2X方向柱对基础的冲切脸算X冲切位比斜极面上边长bt=YB=O.700mX冲切位置斜蔽面下边长bh=YB2*YHo=1.420mX冲切不利位置=bt+bb)2=(0.700+1.420)/2=1.060mX冲切面积1.x-nax(Y1.1.-V1./2-YHo)*(YB2YHo)(Y1.1Y1./2YHo,(Y1.2-Y1.2-YHo)(YB*2*Y1.1.o)(Y1.2-Y1.2-Y1.1.o=max(1.650-0.700/2-0.360)(0.700+2*0.360)+(1.65(Hh700/2-0.360,(1.650-0.700/2-0.360)*(
12、0.700+2*0.360)+(1.650-0.700/2-0.360)=uax(2.218,2.218)=2.218X冲切板而上的地展净反力设计值F1.x=A1.xPjmax=2.218*152.851=339.O84kNoF1.x-1.00*339.081-339.08kNoO,MdyO此基础为双向受弯2 .计算IT截面弯矩因exBx6=O.550mX方向小儡心a=(B-bc)2=(3.300-0.700)/2=1.300Pj1.=(Bx-a)*(Pinax_x-Pmin_x)/Bx)+Pmin_x-G/A二3.3001.300)*(227.984190.585)/3.300)+190.5
13、851029.105/10.890=118.75IkPa因eyWBy6=O550my方向小儡心a=(Byhc)/2=(3.300-0.700)/2=1.300aPj2=(B-a)*(Pmax_y-Pminy)/By)*Pmin_y-C/=(3.300-1.300)(228.651-IH9.917)/3.300)+189.917-1029.105/10.90=118.892kPa=1.027y=1.028M1.1.=I/48*x*(Bx-bc*(2*By+hc(PjI+Pjmaxx)=1/48*1.027*(3.300-0.700*(2*3.300+0.700)*(118.751+133.484
14、)=266.23kN*mM11J=148*y*(By-hc*(2Btbc)*(PJ2+PjBaxy)=1.48*1.028*(3.300-0.700*(2*3.300-0.700)*(118.892+134.15D=267.32kN*m十一、计算配筋10.1计算sxAsx_1.=(0.9*(H-as)*fy)=1.00*266.23*1/(0.9(400.000-10.OOo)*360)=2282.5inASXI-Rsx_1:2282.5mAsx=Asx1.By=2282.5/3.300=692mmAsx=maxAsx,pmin*f1*1000)=max(692.0.150%*100*1000)二692三选择钢筋12S160,实配面枳为7O7mm.10.2计算AsyAsy_1.=oMII-1.(0.9(H-as)*fy)=1.00*267.32*1/(0.9*(100.00040.000)*360)=2291.8三Asy1.=Asy_1.=2291.8mAsy=Asy1.Bx=2291.8/3.300=694mmAsy-max(sy,PminIHIEOoO)=max(694.O.1.5*4OO*1.(K)O)=694选择钢笳120160,实配面积为707mn,
