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1、J1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、计算侑息构件编号：JC-I1.几何参数台阶数n=1.矩形柱宽矩形柱宽求础高度计算类型:验算嵌面尺寸bc-50011mbc=500三mh1=800rm龙形柱高矩形柱高hc-50O11mhc=50011m一阶长度b1.=190011tnb2=19O0m一阶宽度a1.=1.700mna2=17O0n2 .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.-
2、1.3Nm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=2820.OOOkNF2=1250.OOkNMX1.=15.OOOkN*mMx2=10.OOOkN*mMy1.=5.()OOkNmMy2=5.OoOkNVx1=5.OOOkNV2=5.OOOkNVy1.=-20.OOOkNVy2=-10.OOOkNks=1.25Fk=F1.Zks1.+F2As2=2820.000/1.25+1
3、250.000/1.25=3256.OOOkNMx=Mx1ks+F1.*(Bx2-B1.)ks+Mx2ks+F2(B2-Bx2)ks-15.000/1.25*2820.000*(6.500/2-2.150)/1.25HO.000/1.251250.000*(2.150/26.500)/1.25=1401.600k.*mMy=My1.ksF1.*(A2-A1.)2ks+My2ks+F2*(A2-A1.)2ks-5.000/1.25*2820.000*(1.9501.950)/2/1.255.000/1.251250.000*(1.9501.950)/2/1.25=8.000k*11Vx=VxIk
4、s+Vx2ks=5.000/1.25+5.OaV1.25=8.OOOkNVy=Vy1.ksVy2ks=-20.000/1.25+-10.000/1.25=24.OOOkNMxk-Mx1.F1*(Bx2-B1.)Mx2*F2*(B2Bx2)=15.000+2820.000*(6.500/2-2.150)-10.000+1250.(K)O150-6.500/2)=1752.QOOkNQMyk=My1+F1*(A2-A1)2+My2ks+F2*(A2-A1)2.0002820.000*(1.9501.950)/2*5.000*1250.000*(1.9501.950)/2=10.OOOkN*mVxk
5、=Vx1+Vx2=5.W)O+5.Ooo=10.OOOkNVyk=Vy1.+Vy2=-20.OO(H-K).000=-30.OOOkN5.修正后的地基承段力特征值fa=2-IO.OOOkPa四、计算1 .基础总长Bx=B1.+B2+Bc=2.150+2.150+2.200=6.500m2 .基础总宽By=1.*21.950*1.9503.900m1.=a1.+ax(he1.,hc2)/2=1.700+三ax(O.500,O.500)/2=1.955A2=a2+三ax(hc1.,hc2)2=1.700+三ax(O.500,O.500)/2=1.950B1.-bHbc1.2=1.900*0.500
6、/2-2.150mB2b2bc22-1.9000.500/2=2.15Om3 .基础总高H=h1.=O.800=0.800a从底板鼠筋计算i度ho=h1.-as=0.800-0.(H0=0.760m5 .基础底面积A=BX*By=6.500*3.900=25.3506 .Gk-*BxBy*dh-20.0006.500*3.900*2.5001267.50OkNG=1.35*Gk=1.35*1267.500=1711.125k五、计算作用在攀#底部学矩值MdXk=MXkTXk*H=1752.000-10.0080.800=1744.OOOkN*nMdyk=Myk+Yyk*H=10.000*30.
7、000*0.800-14.OOOkNtmMdX=MX-VX*H=1401.600-8.000*0.800=1395.200kN*mMdy=My+Vy*H=8.000-21.000*0.800=-H.200kNn1. 5金券轴心荷栽作用下地基承载力pk=(HkHJk)/A=(3256.000-1267.500)/25.350=178.442kPa15.2.2-2因o*pk=1.0*178.-M2=178.412kPafa=210.OOOkPa轴心荷载作用下地培承我力湎足要求2. 5金算偏心荷就作用下的地基承载力exk=Mdyk/(Fk)=-14.000/(3256.WO+1267.500)=-0
8、.OOBm因IexkBx6=1.083mX方向小偏心，由公式【5.2.2-2和5,2.2-3推导Pkmax,x=(Fk*GkA+6*Mdyk(B*By)=(3256.000+1267.500)25.350+6*-14.000/(6.50*3.900)=178.952kPaPkmin_x=(Fk+Gk)/A-6*Mdyk(B*By)-(3256.0001267.500)/25.3506*14.000/(6.50*3.900)=177.932kPaeyk=Mdxk(Fk+Gk)=1741.000/(3256.000-1267.500)=0.386m因IeykBy6-0.650my方向小信心PkmH
9、Xy=(Fk*Gk+6*Mdxk(B*Bx)=(3256.000+1267.500)/25.350+6*1744.000/(3.90*6.500)=284.283kPaPkminy=(Fk-Gk)-6*Mdxk(B*Bx)-(3256.000*1267.500)/25.3506*1714.000/(3.90*6.500)=72.601kPa3确定法础底面反力设计伯Pkmax=(Pk三ax-pk)+(Pkax_y-pk)+pk-(178.952-178.442)+(284.283178.442)178.442=284.793kPayo*Pknax=1.0*281.793=281.793kPa1.
10、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ex=Mdy(F+G)=-11.200/(3256.00(K1711.125)=-0.0O2NexBx/6.0=1.083nX方向小信心PBaX_x=(F+G)A+6*Mdy(B*By)=(3256.000+1711.125)/25.350+6I-11.2001/(6.50*3.900)=196.35OkPaPin,x=(F+G)A-6Mdy/(B*By)=(3256.000-1711.125)/25.350-6*-11.200/
11、(6.50*3.900)=195.534kPa1.2 计比、,方向基础底面反力设计值ey-Mdx(FtG)=1395.200/(3256.0001711.125)=0.281m因eyBy6=0.650y方向小(ft心PBau=(F+G)A6*Mdx(B*Bx)=(3256.000-1711.125)/25.35061395.200(3.906.500)280.615kPnPin_y=(F+G)A-6*IMdx/(B*Bx)=3256.000-1711.125)/25.350-6*1395.2001/(3.90*6.500)=111.269kPa1.3 因MdXWOMdyOPax=Pmax_x+
12、-Pinax_y-(F+G)=196.350+280.615-(3256.00(K1711.125)/25.350=281.023kPa1.4 计算地基净反力极值Pjmax=fax-GA=28I.023-1711.125/25.350=213.523kPaPjmax_x=Pmax_x-G/A=196.152-1711.125/25.350=128.952kPaPjmax_y=Pmax_y-G/A=301,783-1711.125/25.350=231.283kPa2 .验算柱边冲切YII=h1.=O.800YB=bc=3.550m,Y1.=hc=O.500三YBI=B1.+Bc/2=3.250
13、11,YB2=B2*Bc2=3.250,YIJ=A1.=I.950,Y1.2=A2=1.950YHo=YH-as=0.76Om2.1 1因(YHS800)hp=1.02.2 X方向柱对基础的冲切验算X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bt=YB=3.550mbb=YB+2YH=5.070bn-(btbb)2(3.550*5.070)/2-4.310mF1.x=A1.x*Pjmax=0.000*213.523=0.OOOkN丫FIX=I.0*0.000=0.OOkNoF1.x0.7*Bhp*ftbbO.MdyO此基础为双向受弯2 .计算IT截面
14、考矩因exBx6=1.083mX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(6.500-1.700)*(196.452-195.432)/6.500)+195.432-1711.125/25.350,(6.500-1.700)*(196.452195.432)/6.500)+195.432-1711.125/25.350)=128.685kPa因eyWBy6=0650my方向小儡心PJ2=max(By-a1)*(Pya-Py三in)/By)+Py三inHA
15、,(Bya2)*(Pymax-Pymin)By)-Pynin-GA)=max(3.900-1.700)*(301.7Ki-90.101)/3.900)490.101-1711.125/25.350,(3.900-1.7()(301.783-90.101)/3.900)i90.101-1711.125/25.350)=142,O1.1.kPabbc1.2*bc22Bc-0.500/2*0.500/2+2.200=2.700mh=maxhcI,hc2)=max(0.500,0.500)=0.50()b=1.022y=1.115MI-1=148x*(Bxb*(2By+h)CPj1+Pjmnx_x)=
16、I/48*I.022*(6.500-2.700*(2*3.900-0.500)(128.685+128.952)=657.35kN*mMIIJ=I/48*y*(By-h(2*Bx)*(Pj2+Pjax_y)=1481.115*(3.900-0.500*(2*6.500*2.700)*(142.011+234.283)=1587.()7kN*m十、计算配解10.1计算Asxsx,1.-oMI-1.(0.9*(H-as)fy)=1.()657.35*1.(0.9*(800.000-40.000)*360)=2669.6mAsx1.=Asx_1.=2669.6msx-sx1.By-2669.6/3.
17、900-685mmAsx=max(Asx,min*H*10()0)=max(685.0.150*800*1000)=1200nn选择钢筋14t1.20,实配面枳为1283mm.10.2计算ASyAsy_I=Yo*M11-1.(0.9*(H-as)*fy)=1.0*1587.07*1/(0.9*(800.OOO-40.000)*360)=6445.2bAsy1.=Asy_1=6445.2mASy=ASy1.Bx=6M5.2/6.500=992m11Asy=11ax(Asy,pmin*H1000)-max(992.O.150%*800*1000)=1200m11选样钢筋M012O,实配面积为1283m
