阶梯基础计算.docx
阶梯基础计算一、ttit依据M建筑地基基础设计规范(GB50007-201D示意图混版士结构设计规范(GB500102010)计算信息计算类型:险算截面尺寸构件编号：JCT1 .几何参数台阶数n=1.If1.I柱I1.径dc=110nm俄面换算矩形柱宽bc=O.8dcH2mn矩形柱Ifiihc=O.8*dc=1121111基础高度h1.=800ffff1.一阶长度b1.=W0mnb2=40O三一阶宽度a1.=400三a2=400m12 .材料信息基础混凝土等级：C25ft_b=1.27N/mfc_b=!1.9N/m柱混凝土等线：C25ft_c=1.27Nmfc.c=1.1.9Nm钢筋级别：HRMOOfy=360Nm3 .计算信息结的曳要性系数：Y0=1.0基础埋深：dh=O.20011纵筋合力点至近边距离：as=40rtn基础及其烦土的平均容重：y-20.OOOkNZ最小配筋率：PBin=O.150%Fgk=20.OOOkNFqk=20.OOOkNMxxk=O.OOOkN*mMqxk=O.OOOkN*mMgyk-O.OOOkX如Uqyk-O.OOOkWmVgxk=O.OOOkNVqxk=O.OOOkXVgyk=O.OOOkNVqyk=O.OOOkN永久荷载分项系数11r1.30可变荷载分项系数rq-1.50Fk=Fgk+Pqk=2O.(Wo+20.000=40.OOOkNMXk=MgXk+Fgk*(A2-A1)/2-MqXk+Fqk*(A2-AI)/2=0.000-20.000*(0.456-0.156)/2+(0.000)+20.000*(0.456-0.456)/2-0.OOOkN*mMyk=Mgyk+Pgk*(B2-B1)/2-Mqyk+Fqk*(B2-B1)/2=0.000-20.000*(0.156-0.156)/2+(0.000)+20.000»(0.456-0.456)/2=0,OOOkN*nVxk-Vgxk*Vqxk-O.(WO*(0.OOO"0.OOOkNVyk=Vgyk+Yqyk=O.00(H-(0.000)=0.OOOkNF1.=rgFgk+rq*Fqk=1.30*20.000+1.50*20.000=56.OOOkNMx1=rg*(Mxk+Fgk*(2-A1)/2)+rq*(MqXk+Fqk*(A2-A1)/2)-1.30*(0.0003.000*(0.4560.456)/2)-1.50*(0.OOO20.000*(0.456-0.456)/2)=0.()00k*mMy1.=rg*(Mgyk+Fgk*(B2-B1)2)+rq*(Mqyk+Fqk*(B2-B1)/2)=1.30*(0.OoO+20.000*(0.456-«.456)/2)+1.50*(0.000+20.000*(0.456-0,456)/2)=0.OoOkWmVxI=rg*Vgxk+rq*Vqxk=1.30«(0.000)÷1.50*(0.0(X)=0.(X)OkNVy1.=re*Vgyk÷rq*Vqyk=1.30»(0.000)+1.50»(0.000)=0.OOOkNF2=1.35*Fk=1.35*40.000=54.OOOkNMx2=1.35*Mxk-1.35*(0.000)-0.000kN*mMy2=1.35*Myk=1.35*(0.000)=0.OOOkX=KnVx2=1.35*Vk=1.35*(0.000)=0.OOOkNVy2=1.35*Vyk=1.35*(0.000)=0.OOOkNF-max(iF1.,MX=IKiX(Mx1.My=max(My1.VX=max(Vx1.Vy=max(Vy1.F2；)-max(156.OOO.国.OOO):56.OOOkN,Mx2)三x(0.000,O.OOOi)=0.OOOkX=Kn,My2)=ax(O.OOO,O.OOO1)=0.OOOkN*fn,V2)=三a*(A0001,10.OOOI)=0.OOOkN.Vy2i)ax(0.000.O-OOOD=O.OOOkN5.修正后的地基承投力特征值fa=500.OOOkPa四、计算参数1 .基础总长Bx=b1.÷b2+bc=0.400+0.400W.112=0.912m2 .基础总宽By=a1.+a2+hc=0.400+0.40040.112=0.912mA1.=a1.+hc2=0.100+0.112/2=0.156A2=a2+hc2=0.400÷0.112/2=0.456mB1.=b1.+bc2=0.400+0.112/2=0.456«B2=b2+bc2=0,40Q+0,112/2=0.456m3 .基础总而H=h1.4.800=0.800三4 .底板!筋计算高度ho=h1.-ns=0.80Q-0.(M0=0.760m5 .基础底面积A=BX*By=O.912*0.912R.8326 .Gk=丫*Bx*By*dh=20.0000.9120.912*0,200=3.327kNG=I.35*Gk=1.35*3.327-4.49IkN五、计算作用在制B底部学矩值MdXk=MXkTyk*HR.000-0.000*0.800=0.OOOkN*三Mdyk=Myk+Yxk*H=O.000÷0.000*0.800=0.OOOkN*.Mdx-MxVy*H-O.OOOO.000*0.800-0.000kN*mMdy=My+Yx*H=O.000+0.000*0.HOO=O.OOOk.X*m六、及算地若承敏力1 .脸尊轴心荷载作用下地基承载力Pk=(FkWk)/R=(40.Ooo&327)/0.832=52.092kPa15.2.12因yo*pk=1.0*52.092=52.0!)2kPafa=500.OOOkPa轴心荷我作用下地茶承栽力满足要求ISMdyk=O,Mdxk-OPkmax-(Fk*Gk)/A=(40.OOO3.327)/0.832=52.O92kPa七、涮肿切段算2 .计算茶础立面反力设计伯因Mdx=O并f1.Hdy=OPmax-Pmin-(FG)/A-(56.000*4.491)/0.832=72.728kPaPjmaX=PaaXYA=72.728-1.491/0.832=67.328k1.,a3 .整算柱边冲切YIhh1.=O.80OYB=bc=O.112m,Y1.=hc=O.112«YBI-B1-0.456m,YB2-B2-0.456m.Y1.1.-A1.-O.456m1Y1.2=A2=0.456mY1.1.o=YH-HS=O.760m因(YB+2*YHo)>Bx)并且(Y1.+2*YHo)>By)域础联面处边缘均位于冲切锥体以内，不用脸煤柱对基础的冲切八、基砒受剪承力险售1.计算剪力Az=aHa2+hc=400+400+112=912mBz=b1.÷b2+bc=400+400+112=912三,-zmax(b1.,b2)=912.0*11ax(400.0,«00.0)=0.362Vs='p=0,467.3=24.6kN基础底而短边尺寸大于柱宽加两倍基础有效高度.不需验算受剪承战力！九、柱下茶破的局部受压IM1.因为基础的混凝土覆度等级大于等于柱的混凝土强度等级，所以不用验算柱下扩展舰础顶面的局部受压承载力。十、基砒受穹计算因NdX=OMdy=O基础轴心受压，根据公式【8.2.7-4】【8.2.7-5】推导：M1._1=1/24»(B-bc*(2*By+c)*Pjmax=1.24(0.912-0.112*(2*0.912+0.112)*67.328=3.48kNmMII_1=1.24*(By-hc*(2*Bx+bc)*Pj三ax=1.24*(0.912-0.112*(2*0.912÷0.112)*67.328=3.48kN*ITt-ITKtt10.1计算ASXAsxU=ToMI-1.(0.9*(H-as)fy)=1.03.48*1.(0.9*(800.000-10.000)*360)-14.ImAsx1.=Asx_1.=14.ImAsx=Asx1.ZBy=I1.1/0.912=15mmAsx=max(Asx,Pmin*H1000)-max(15,0.150%8001000)=1200mm选择钢筋1.1.<f1.50,实配面枳为1026mAn.10.2计豫RSyAsyJ=r<>MI1.V(0-9*(H-as)*fy)=1.0*3.4H*1.(0.<)>(800.000-40.000)¢360)=14.ImAsy1.=Asy_1.=14.Imsy÷sy1.Bx-14.1/0.912-15mraASy=max(Asy,Pmi同场1000)=max(15,0.1508001000)=12O0m选择轲筋M150,实间面枳为102611m
