阶梯基础计算.docx
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（GB50007-20U）E混凝土结构设计规范GB50010-2010（2015年版）简明高层钢筋混凝土结构设计手册?李国胜（第二版）二、示意图三、计算信息构件编号：JCT计算类型：验算板面尺寸1 .几何参数台阶数n=1.矩形柱宽bc=700三m矩形柱高hc=200三m基础高度h1.=5OOrm一阶长度b1.350mmb2=350三一阶宽度a1.60011mu2=6Q0am2 .材料信息基础混凝土等级：C30ft.b=1.43Nmn,fc_b=14.3N11三1柱混凝土等级：C30ft.c=1.13Nrnfc_c=11.3Nm1钢筋级别：IIRMOOfy=36（Wm三13 .计算信息结的曳要性系数：Y0=1.OO地础埠深：dh=0.80011纵筋合力点至近边距离：as=40mn基础及其上和土的平均容重：y-20.OOOkNZmj最小IC筋率：P三in=O.1501 .作用在基础顶部荷我设计伯Fgk=560,OOOkNMgxk-O.OOOkN-HnMgyk=O.0()0kN*mVgxk=O.OOOkNVgyk=O.OOOkNFqk=O.OOOkNHqxk=O.OOOkWmMqyk=O.OOOkN*nVqxk=O.OOOkNVqyk=O.OOOkX永久荷载分项系数rg-1.00可变荷我分项系数rq=1.00可变荷我调整系数r1.=1.00Fk=FRk+Fqk=560.000+(0.000)=560.OOOkNMxk-Mgxk+Fgk*(2-1.)2Mqxk+Fqk*(2A1.)/2=0.000-560.000*(0.700-0.700)/2+(0.000)-0.000*(0.700-0.700)/2=0.OookMnMyk=Mgyk+Fk*(B2-B1.)2+Mqyk+Fqk*(B2-BI)/2-0.000560.000*(0.7000.700)/2-»(0.000)*0.000*(0.7000.700)/2=0.OOOkN*mVXk=VgXk+Yqxk=Q.000+(0.000)=0.OOOkNVyk=Vgyk+Yqyk=O.000+(0.000>=0.OOOkNF=rg*Fgk+rqr1.*Fqk=1.00*(560.000)+1.00*1.00*(0.000)-560.OOOkNMx=rg*(Mgxk-tFgk*(A2-I)2)-rq*r1.*(MqXk+Fqk*(2-A1)/2)=1.00*(0.OOO+56。.000*(0.700-0.700)/2)+1.00*1.00*(0.000+0.000*(0.700-0.700)/2)=0.OOOkNMy=rg(Mgyk*Fgk*(B2B1.)/2)rq*r1.*(MqykFqk*(B2B1.)/2)=1.00*0.000+560.«)0*(0.700-0.700)/2)+1.00*1.00*(0.000+0.000*(0.700-0.700)/2)=0.OOOkWmVx=rVxk+rq*r1.*Vqk=1.00*(0.000)+1.00*1.00*(0.000)=0.OOOkNVy-rgVgyk*rq*r1.*Vqyk1.OOMO.000)*1.OOM.00*(0.(100)二0.OOOkN5.修正后的地基承我力特征值fa=305.400kPa四、计算参数1 .基础总长Bx=b1.+b2"bc=0.350»0.350*0.700-1.100m2 .基础总宽By=a1.+a2+hc=0.600+0.60040.200=1.100mA1.=a1.÷hc2=0.600+0.200/2=0.700mA2=a2+hc2=O.600+0.200/2=0.700mB1.=b1.+bc2=0.350÷0.700/2=0.700nB2=b2+bc2=O.3500.700/2=0.7003 .基础总高H=h14.500=0.5CIoa1.底板配筋计算离度ho=h1.-as=0.500-0.(M0=0.160m5 .葩础底面积A=Bx*By=1.400*1.400=1.960»:6 .Gk=y*BxBy*dh=20.0001.4001.400*0.800=31.360kNG=1.35Gk=1.35*31.360-12.336kN五、计算作用在旃底部弯矩值MdXk=MXk-Yyk*HR.000-0.000*0.500=0.OOOkN*三Mdyk=Myk+Yk*H=O000+0.000*0,500=0.OOOkN*三Mdx-MxTy1.kO.0000.000*0.500=0.000kN*mMdy=My+Yx*H=O.000+0.000*0.500=0.OOokWm六、设算地基承或力1 .脸算轴心荷我作用下地基承载力pk(Fk*Gk)=(560.000*31.360)/1.960-301.71IkPa【©5.2.1-2】因Yf>*pk=1.00*301.714=301.71.4kPafa=305.-WOkPa轴心荷我作用下地菸承找力满足要求因MdFk=0,Mdxk=OPkmax-(HtMk)/A=(560.000*31.360)/1.960-301.714kPa七、涮肿切验算2 .计算茶础底面反力设计值因Mdx=O并且Mdy=OPmax=Pmin=(F4G>三(756.000*42.336)/1.960-107.3MkPaPjmaX=PBaXYA=M07.3M-I2.336/1.960=385.711kPa3 .缝算柱边冲切YH=h1.=O.50OYB=bc=O.700m,Y1.=hc=O.200«YBrB1.=O.700m1YB2-B2=0.700m,Y1.1-1O.700m,Y1.2=2=0.700mY1.1.o=YH-HS=O.1601n因W800,取0hD=1.Q2. 1X方向柱对基础的冲切脸算因YB2÷1.1.o>=YB1.和YB2+Y1.1.o>=YB22.2y方向柱对暴础的冲切5算y冲切位置斜鼓面上边长y冲切位置斜极面下边长y冲切不利位徨X方向基础底面外边缘位于冲切破坏椎体以内,不用计WX方向的柱对基础的冲切验号bt=YB=O.700mbb=YB2Y1.k>E.620mIS(bbBx)bb=Bx=1.100m1.»=(bt+bb)/2=(0.700+1.'100)/2=1.050my冲切面积AIy=max(Y1.1.-Y1.27'Hu>*(YB卜YB2),(Y1.2-Y1./2-YH。)*(YBI+YB2)ax(0.7000.200/2-0.460)*(0.7000.700000),(0.7000.200/20.460)*(0.70OO.700000)=ax(0.1.%,0.196)=0.196my冲切破面上的地基净反力设计值F1.y=A1.y*Pjmax=O.196*385.714=75.BOOkNyo*F1.y=1.00*75.600=75.60kNoF1.y0.7*hp*ft-b*b<n*YH<j(6.5.5-1).7*1.000*1.43*1050*460=483.48kNy方向柱对基础的冲切满足规范要求八、基砒磔承3险算1 .计算剪力Az=a1.÷a2+hc=600+600+200=MOOmnBz=b1.4b2*bc=350+350+700=MOOnmA,=Azmax(b1.>b2)=1400.0max(350.0,350.0)=0.49三2Vs=A*p=0.5385.7=189.OkN基础底面短边尺寸大于柱宽加两倍基础有效高度，不需脸算受剪承栽力！九、柱下基础的局部受压险算因为基础的混凝土强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基础更面的局部受压承我力。十、穹计算1*1Mdx=OMdy-O基础轴心受压,根据公式18.2.I1.1】【(D&2.H2推导：M1.1=1/24*(Hx-bc)*(2*By+hc)*1.,jmax=124(1.100-0.7(K>):*(2«1.W0÷0.200)*385.7M=23.62kN*.MIIJ-I/24*(Byhe)i*(2*Bxbc)*Pjmx=121*(1.400-0.200)(2*1.400+0.700)*385.714=81.00kNmi计MEjB1 0.1计算AsxAsx1=y<>*M1_1/(O.9*(H-as)*fy)=1.00*23.62*107<0.9*(500.000-40.000)*360)=158.5Ihff1.ZASXbRSx_1=158.51ImnAsx=Asx1./Hy=158.5H1.400=113.225mn7mAsx=ma(sx,p11in*1.1.*1000)=max(113.225,0.150*500*1000)=750.OOOmi7三选择钢筋12fU5O,实配面积为754.OOOnIm7m.10 .2计算AsyAsy.1.=yoMH-1.(0.9*(H-as)*fy)=1.0081.00*107(0.9*(500.OOO40.000)*360)=543.478Inn2Asy1.=Asy.1.=543.47811B*ASy=ASy1./Bx=543.478/1.400=388,199711sy-max(sy,Pmin*1.1.*1000)=max(388.199.0.15*500*1000)=750.OOHm7三选择钢筋12150,实配面积为754.OOOn而m.,
