DJ03阶梯基础计算.docx

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1、DJ03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(GB50010-20IO)三、计算信息构件编号：JC-I计算类型：验算截面尺寸1.几何参数台阶数n=1.he-100nma1.=550rrta2=550wnfc-bM.3Nmfc_c=14.3Nm矩形柱宽bc-100三m走形柱高基础度h1.MOOmn一阶长度b1.=550mmb2=550三n一阶宽度2.材料信息基础混凝土等级：C30ft.b=1.43Nm柱混凝土等级：C30ft_c=1.43Nm钢筋级别：HRB400fy=360Nm3 .计竦信息结构重要性系数：YO

2、=1.OO基础埋深：dh=2.OOOm板筋合力点至近边距离：as=50rm域础及其上覆土的平均容用：y=20.OOOkN/最小配筋率：P三in=0.1504 .作用在基础顶部荷技标准组合伯F=150.OOOkNMx=15.OOOkNnMy-15.OOOkNtmVx=20.OOOkNVy=20.OOOkNks=1.25Fk-F/ks，150.000/1.25-120.OOOkNMxk=MxZks=15.000/1.25=12.000k*mMyk=MyZks=15.000/1.25=12.OOOkN*mVxk=Vxks=20.000/1.25=16.OOOkNVyk=Vyks=20.000/1.2

3、5=16.OOOkN5 .修正后的地基承我力特征伯fa=150.OOOkPa四、计算参数1 .基础总长Bx=b11b2bc=0.550*0.550*0.400-1.500m2 .基础总宽By=a1.a2+hc=0.550+0.550+0.400=I.500mA1.=a1.+hc2=0.550+0.100/2=0.750A2=a2+hc2=0.5500.1002=0.750mB1.=b1.+bc2=0.550+0.100/2=0.75OB2=b2+bc2=0.550+0.400/2=0.750m3 .基础总高Ikh10.100=O-100a4 .底板毛筋计算高度ho=hI-HS=O.400-0.

4、050=0.350m5 .粗础底面积A=BX*By=1.500*1.500=2.2506 .Gk=y*BxBy*dh=20.00O1.5001.500*2.000=90.OOOkNG=1.35*Gk1.35*90.00121.50OkN五、计算作用在涮!底部学矩值Mdxk=Mxk-Vyk*!=12.000-16.0000.W0=5.600kN*Mdyk=Myk+Yxk*H=12.OOOH6.000*0.400=18.400kNMdx-MxVyH-15.00020.000*0.400-7.000kNmMdy=My+Yx*H=15.000+20.000*0.4(K)=23.OOOkN杭六、设算地基

5、承假力15.2.1-2】1 .验葬柏心荷载作用下地基承武力Pk-(FktGk)AV(120.000*90.000)/2.250-93.333kPa因yo*pk=i.00*93.333=93.333k1.,afa=150.OOOkPa轴心荷我作用下地施承载力满足要求2 .粉总偏心荷战作用下的地基承载力exkMdyk/(Fk*Gk)=18.400/*1.500)=126.(M4kPaPkmiivx=(Fkyk)A-6*Mdyk(B*By)=(120.000+90.000)/2.250-6*i18.1001/(1.50*1.500)=60.622kPaeyk=Mdxk(k4Gk)=5.600/(12

6、0.000+90.000)=0.027m因IeykBy6=0.250my方向小侑心Pkmaxy=(Fk-Gk)A+6*Mdxk(B*Bx)二(120.000190.000)/2.250*6*5.600/(1.50*1.500)=103.289kPaPkmi1.Vy=(Fk-Gk)A-6*Mdxk|/(B*Bx)=(120.00090.000)/2.250-6*:5.600/(1,50*1.500)=83.378kPa3 .确定基础底面反力设计伯Pkmax=(Pkeax_x-pk)+(Pkax-y-pk)+pk=(126.044-93.333)+(103.289-93.333)+93.333-1

7、36.OOOkPayo*Pkmax=1.00*136.000=136.OOOkPa1.2*fa=1.2*150.)0=180.OoCkPa偏心荷我作用下地茶承栽力满足要求七、基砒冲切段算1 .计以基础底面反力设计值I计算X方向基础底面反力设计值ex=Miy(F+G)=23.000/(150.OoO+121.500)=0.085m因exBx6.0=0.250X方向小俏心P三ax-x=(F*G)*6Mdy(B*By)=(150.W)O+121.500)/2.250+6*23.000(1.50*1.500)=161.556kPaPain.x=(F+G)/AfIMdy|/(B*By)=150.OoO+

8、121.500)/2.2506*23.000(1.50*1.500)=79.778kPa1.2 计算，方向基础底面反力设计他ey=MdxF+G)=7.000/(150.000+121.500)=0.026mWeyBy6).250y方向小信心PBaK_y=(FM)A+6*ax(0.750-0.400/2-0.350)(0.400W.350)+(0.750-0.400/2-0.350,(0.7500.400/20.350)*(0.400+0.350)+(0.750-0.400/2-0.350)=ax(0.260,0.260)=0.260y冲切破面上的地基净反力设计值E1.y=AIy*Pjmax=0

9、.260*120.000=31.20OkNo*F1.y=1.00*31.200=31.20kN5F1.yW0.7*hp*ft*am*YHo(6.5.5-1)=0.7*1.0001.43*750*350=262.76kNy方向柱对基础的冲切湎足规范要求八、IM1.受剪承也险算1,计算剪力Az=a1.*a2+hc=550+550+400=150OanBz-b1.*b2+bc=550+550+400=1500wnA,=zna(b1.,b2)=1500.0max(550.0,550.0)=0.82三2Vs=A*p=0.8*66.7=55.OkN基础底面短边尺寸大于柱宽加两倍基础有效高度，不需脸算受剪承

10、战力！九、柱下基砒的局部受压险售因为基础的混凝十.强度等级大于等于柱的混凝土强度等级,所以不用验翼柱下扩展基础顶面的局部受压承我力。十、基破受穹计算1 .WMdxO.Mdy0此基础为双向受弯2 .计算IT截面弯矩因exBx6=0.250mX方向小偏心a=(B-bc)2=(1.500-0,100)/2=0.550PJ1-(Bxa)*(Pmax-xPmin_x)/Bx)Pmin_xG=(1.500-0.550)*(161.556-79.778)/1.500)+79.778-121.500/2.250=77.570kPa因cyBy6=0.250my方向小偏心a-(By-hc)2=(1.500-0.1

11、00)/2=0.550三Pj2=(By-b)*(Pmax_y-Pmin_y)/By)+Pmin_y-*(Pj1.+Pjmax_x)=1481.072*(1.500-0.400*(2*1.500-0,100)*(77.570+107,556)=17.01kN*mMI1.1.=1.48*y*(By-hc*(2*Bx+bc)*(Pj2+PjBax-y=1/48*1.027*(1.500-0.400*(2*1.500+0.100)(69.985+79.I1.1.)=13,13kN*m十一、计算瓜B10.1计算sxAsx_1.=yoMI_1./(0.9*(H-as)*fy)=1.00*17.01*1.(

12、0.9*(400.000-50.000)*360)=150.OnAsx1.=Asx_1.=150.OmAsx=Asx1./By=150.0/1.500=100mmAsx=nax(Asx1pmin*H1000)-mnxdOO,0.150%*400*1000)=600a,a选择钢筋10R130,实配面积为601mm.10.2计算AsyAsy_1.=yoIII_1./(0.9(1.1.-as)*fy)=1.00*13.13*1(O.9*(1.(0.000-50.000)*360)=115.8mAsy1.=Asy_1.=115.8msy-sy1.Bx-1.15.8/1.500=77bi11Asy=max(Asy,Pmin*1.1.*1000)=max77,0.150*4001000)=600三选择制前10130,实配面积为604mm.