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1、J6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：JC1.计算类型：验尊限而尺寸I.几何参数台阶数n=1.hc=50Onn矩形柱宽bc=50Oa矩形柱高基础高度h1.-60011m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：C30ft1.43Nnfc_b=14.3Nm柱混凝土等级：C30ft.c=1.43Nmfc.c=14.3Nm钢筋级别：IIKB-100fy=360Nm3
2、.计算信息结构重要性系数：Y0=1.00基础埋深：dh=2.500m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=2220.OOOkNMx=-20.OOOkN*11My=5.OOOkN*.VX=5.OOOkNVy=2O.OOOkNks=1.25Fk=Fks=2220.000/1.25=1776.OOOkNMxk-Mx/ks-20.000/1.25、16.OOOkvmMyk=Myks=5.000/1.25=J.()0()kX*mVk=Vxks=5.000/1.25=4.OOOkNVyk=V
3、yks=20.000/1.25=16.OOOkN5 .修正后的地基承我力特征值fa=240.OOOkPa四、计算1 .基础总长Bx=b1.+b2+bc=1.300+1.300W.500=3.100m2 .基础总宽ByaHa2*hc1.300H.300*0.500-3.100mA1.=a1.hc2=1.300+0.5002=1.550bA2=a2+hc2=1.MOO.500/2=1.550mB1.=b1.+bc2=1.300+0.500/2=1.550aB2=b2+bc2=1.300+0.500/2=1.550m3 .基础总离H=h1.=0.600=0.600n4 .底板配筋计算高度ho=h1.
4、-as=0.6000.040=0.560m5 .基础底面积A=BX*By=3.100*3.100=9.6106 .Gk=y*Bx*By*dh=20.0003.1003.100*2.500=480.50OkNG=1.35*Gk=1.35*180.500=648.675kN五、计算作用在基础底部弯矩值Mdxk=Mxk-Vyk*!=-16.000-16.000*0.600=-25.60()k*mMdyk=Myk+Vk*H=4.000+4.0000.600=6.400kN*aMdX=MX-Vy*H=-20.000-20.0000.600=-32.OOOkN*.Mdy=My+VxH=5.OoeH5.00
5、0*0.600=8.OOOkNtm六、改墓地茶承力5.2.1-21 .蕤算轴心荷载作用下地携承我力Pk=(Fk+k)/A=(1776.OC1.OM80.500)/9.610=234.807kPa因yopk=1.00*234.807=234.807kPafa=240.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/(FkGk)=6.400/(1776.（三）O+480.500)=0.003m因IeXkBxfr-iO.517mX方向小信心，由公式(5.2.2-2和105.2.2-3】推导Pkmax_x=(FkGk)+6*MdykI/(B*By)=(
6、1776.W)O+480.500)/9.610+6*6,400!/(3.10*3.100)=236.096kPaPkmin-X=(Fk+GkA-6*Mdyk(B*By)=(1776.00(K480.500)/9.610-6*6.4001/(3.10*3.100)=233,519kPaeyk-Vdxk(FMGk25.600/(1776.000480.500)=0.011m因IeykBy6=O.51.7my方向小(ft心PkmaX-y=(FkGk)6*MdxkI/(B*Bx)=(1776.OoO+480.500)/9.610+6*-25.600/(3.10*3,100)-239.963kPa1.,
7、kmin-y=(HkIk)-6*Mdxk(B*Bx)=(1776.OOO+180.500)/9.610-6*I-25.6001/(3.10*3.100)=229,652kPa3 .确定基础底面反力设计值Pkmax=(PkBaX_X-Pk)+(Pkaaxj-Pk)+pk=(236.096-234.807)+(239.963-23.1.807)-234.807=241,252kPayo*Pkmnx=1.00*241.252=241.252kPa1.2*fa1.2*240.000-288.OOOkPn偏心荷我作用下地基承毅力满足要求七、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
8、力设计值ex=Mdy(FG)=8.000/(2220.OOo+648.675)=0.003m因exWBx/6.0=0.517X方向小心1.ax.x=(F+G)/A+6*1.Ydy/(B*By)=(2220.000648.675)9.61068.000(3.10*3.100)=300.12IkPaPein-X=(F+G)/A-6IJMyI/(B*By)=2220.000+648.675)/9.61068.0001/(3.10*3.100)=296.898kPa1.2计算y方向基础底面反力设计值ey=MJxFG)=-32.000/(2220.00(K648.675)=-0.O1.1.n因cyBy6
9、=0.517y方向小偏心Pnax_y-FG)/A6Mdx/(B*Bx)=(2220.000-648.675)/9.610-6-32.000/(3.10*3.100)=304.954kPaPMin.y=(F+G)A-6*1.M1.x(B*Bx)=2220.000-618.675)/9.6106I32.0001/(3.10*3.100)=292.OMkPn1. 3因YdK0Mdy0PBaX=PmaX_x+Ptnax_y-(F+A-300.12H3(H.954-(2220.OOO+648.675)/9.610=306.565kPa1.1计篇地艇净反力极fftPjmax=P三-GA=306.565-6
10、18.675/9.610=239.065kPaPjmaxx-Pmax,-G300.121-648.675/9.610二232.62IkPaPjmax_y=Pmax_y-C/A=304.954-648.675/9.610=237.45,1.kPa2.骁算柱边冲切YH=h1.=O.600n,YB=bc=O.5O0m,Y1.=hc=O.500bYB1.-B1.=1.550m,YB2-B2=1.550m,Y1.1=1=1.550m,Y1.2=2=J.550mY1.1.o=YH-HS=O.56Om2.1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.50O
11、mX冲切位置斜蔽面下边长bh=YB2*YHo=1.62OmX冲切不利位置=bt+bb)2=(0.500+1.620)/2=1.060mX冲切面积1x-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(1.550-0.500/2-0.560)(0.500+2*0.560)+(1.55Q-0.500/2-0.560,(1.550-0.500/2-0.560)*(0,500+2*0.560)+(1.550-0.500/2-0.560)H11ax(1.746,1.746
12、)=1.716X冲切板面上的地净反力设计值F1.x=A1.xPjmax=1.746*239.065=417,5(MkNoF1.x-1.OOM1.7.50-1-117.50kNoO,MdyO此基础为双向受弯2 .计算IT截面弯矩因exBx6=0.517mX方向小儡心a=(B-bc)2=(3.100-0.500)/2=1.300Pj1.=(Bx-a)*(Pinax_x-Pmin_x)/Bx)+Pmin_x-G/A3.1001.300)*(300.121296.898)/3.100)*296.898618.675/9.610=231.269kPa因eyBy6=0.517my方向小偏心a=(Byhc)
13、/2=(3.100-0,500)/2=1.300aPj2=(B-a)*(Pmax_y-Pminy)/By)*Pmin_y-C/=(3,100-1.300)(304.954-292.O(M)/3.100)292.064-618.675/9.610=232.019kPaBx=I.024By=1.024M1.1.=I/48*x*(Bx-bc*(2*By+hc(PjI+Pjmaxx)=1/48*1.02-1*(3.100-0.500*(2*3.100-0.500)*(231.269+232.621)=448.39kN*mMHJ-48*y*(By-hc*(2Btbc)*(PJ2+PjBaxy)=1.48
14、*1.021*(3.100-0.500*(2*3.100+0.500)*(232.049+237.454)=453.82kN*m十一、计算配筋10.1计算sxAsx_1.=o*M1._1/(0.9*(H-as)*fy)=1.00*118.39*1/(0.9(600.000-10.QOo)*360)=2471.3mASXI-Rsx_1=2471.3mAsx=Asx1.By=2471.3/3.I00=797mmAsx=maxAsx,pmin*f1*1000)=max797,0.150*600*1000)二900三选择钢筋121.20,实配面枳为942mm.10.2计算AsyAsy_1.=oMII-1.(0.9(H-as)*fy)=1.00*453.82*1/(0.9*(600.00040.000)*360)=2501.2Asy1.=Asy_1.=2501.2mAsy=Asy1.Bx=2501.2/3.100807mmsy-max(sy,Pmin*1.1.*1OOO)=max(807.O.15(y*600*1000)=900b选捋钢筋12W20,实配面积为912mm,
