六桩桩基承台计算

1、六桩桩基承台计项目名称 日 期设计者 校对者一、设计依据(GB50007-2011 )&(GB50010-2010)(JGJ 94-2008)建筑地基基础设计规范混凝土结构设计规范建筑桩基技术规范二、示意图三、计算信息承台类型：六桩承台计算类型：验算截面尺寸构件编号：CT-61.几何参数矩形柱宽bc=400mm矩形柱高hc=400mm圆桩直径d=400mm承台根部高度H=1000mm承台端部高度h=1000mmx方向桩中心距A=1400mmy方向桩中心距B=1400mm承台边缘至边桩中心距C=400mm2.材料信息柱混凝土强度等级：C30ft_c=1.43N/mm2,fc_c=14.3N/mm

2、2承台混凝土强度等级：C30 ft_b=1.43N/mm2,fc_b=14.3N/mm2桩混凝土强度等级：C25ft_p=1.27N/mm2,fc_p=11.9N/mm2承台钢筋级别：HRB400fy=360N/mm23.计算信息结构重要性系数：Yo=1.0纵筋合力点至近边距离：as=110mm作用在承台顶部荷载标准值Fgk=2800.000kNMgxk=0.000kN*mMgyk=0.000kN*mVgxk=0.000kNVgyk=0.000kNFqk=0.000kNMqxk=0.000kN*mMqyk=0.000kN*mVqxk=0.000kNVqyk=0.000kN永久荷载分项系数rg=

3、1.20可变荷载分项系数rq=1.40Fk=Fgk+Fqk=2800.000+(0.000)=2800.000kNMxk=Mgxk+Fgk*(B2-B1)/2+Mqxk+Fqk*(B2-B1)/2=0.000+2800.000*(0.000-0.000)/2+(0.000)+0.000*(0.000-0.000)/2 =0.000kN*mMyk=Mgyk+Fgk*(A2-A1)/2+Mqyk+Fqk*(A2-A1)/2=0.000+2800.000*(0.000-0.000)/2+(0.000)+0.000*(0.000-0.000)/2=0.000kN*mVxk=Vgxk+Vqxk=0.00

4、0+(0.000)=0.000kNVyk=Vgyk+Vqyk=0.000+(0.000)=0.000kNF1=rg*Fgk+rq*Fqk=1.20*(2800.000)+1.40*(0.000)=3360.000kNMx1=rg*(Mgxk+Fgk*(B2-B1)/2)+rq*(Mqxk+Fqk*(B2-B1)/2)=1.20*(0.000+2800.000*(0.000-0.000)/2)+1.40*(0.000+0.000*(0.000-0.000)/2) =0.000kN*mMy1=rg*(Mgyk+Fgk*(A2-A1)/2)+rq*(Mqyk+Fqk*(A2-A1)/2)=1.20*

5、(0.000+2800.000*(0.000-0.000)/2)+1.40*(0.000+0.000*(0.000-0.000)/2)=0.000kN*mVx1=rg*Vgxk+rq*Vqxk=1.20*(0.000)+1.40*(0.000)=0.000kNVy1=rg*Vgyk+rq*Vqyk=1.20*(0.000)+1.40*(0.000)=0.000kNF2=1.35*Fk=1.35*2800.000=3780.000kNMx2=1.35*Mxk=1.35*(0.000)=0.000kN*mMy2=1.35*Myk=1.35*(0.000)=0.000kN*mVx2=1.35*Vxk

6、=1.35*(0.000)=0.000kNVy2=1.35*Vyk=1.35*(0.000)=0.000kNF=max(|F1|,|F2|)=max(|3360.000|,|3780.000|)=3780.000kNMx=max(|Mx1|,|Mx2|)=max(|0.000|,|0.000|)=0.000kN*mMy=max(|My1|,|My2|)=max(|0.000|,|0.000|)=0.000kN*mVx=max(|Vx1|,|Vx2|)=max(|0.000|,|0.000|)=0.000kNVy=max(|Vy1|,|Vy2|)=max(|0.000|,|0.000|)=0.0

7、00kN四、计算参数承台总长 Bx=C+2*A+C=0.400+2*1.400+0.400=3.600m承台总宽 By=C+B+C=0.400+1.400+0.400=2.200m承台根部截面有效高度ho=H-as=1.000-0.110=0.890mho1=h-as=1.000-0.110=0.890mh2=H-h=1.000-1.000=0.000m圆桩换算截面宽度 bp=0.8*d=0.8*0.400=0.320m五、内力计算各桩编号及定位座标如上图所示：号桩(x1=-A=-1.400m, y1=-0.5*B=-0.700m)号桩(x2=0, y2=-0.5*B=-0.700m)号桩(x

8、3=A=1.400m, y3=-0.5*B=-0.700m)号桩(x4=A=1.400m, y4=0.5*B=0.700m)号桩(x5=0, y5=0.5*B=0.700m)号桩(x6=-A=-1.400m, y6=0.5*B=0.700m)各桩净反力设计值，计算公式：【8.5.3-2Ex,=x12*4=7.840myi=y12*6=2.940mN.=F/n-Mx*y./Ey.2+My*xi/Ex.2+Vx*H *x./Ex.2+(-Vy)*H *y1/Ey,2N1=3780.000/6-0：000*(-0.700)/2.940+0.000*(-1.400)/7.840 +0.000*1.00

9、0*(-1.400)/7.840-0.000*1.000*(-0.700)/2.940 =630.000kNN2=3780.000/6-0.000*(-0.700)/2.940+0.000*0.000/7.840 +0.000*1.000*0.000/7.840-0.000*1.000*(-0.700)/2.940 =630.000kNN3=3780.000/6-0.000*(-0.700)/2.940+0.000*1.400/7.840 +0.000*1.000*1.400/7.840-0.000*1.000*(-0.700)/2.940 =630.000kNN4=3780.000/6-0.

10、000*0.700/2.940+0.000*1.400/7.840 +0.000*1.000*1.400/7.840-0.000*1.000*0.700/2.940 =630.000kNN5=3780.000/6-0.000*0.700/2.940+0.000*0.000/7.840 +0.000*1.000*0.000/7.840-0.000*1.000*0.700/2.940 =630.000kNN6=3780.000/6-0.000*0.700/2.940+0.000*(-1.400)/7.840 +0.000*1.000*(-1.400)/7.840-0.000*1.000*0.700

11、/2.940 =630.000kN六、柱对承台的冲切验算【8.5.17-1 ENi=0=0.000kNaox=A-bc/2-bp/2=1.400-0.400/2-0.320/2=1.040m 因为 aoxho,所以 aox=ho=0.890m aoy=B/2-hc/2-bp/2=1.400/2-0.400/2-0.320/2=0.340m入ox=aox/ho=0.890/0.890=1.000入oy=aoy/ho=0.340/0.890=0.382Box=0.84/(入ox+0.2)=0.84/(1.000+0.2)=0.700Boy=0.84/(入oy+0.2)=0.84/(0.382+0.

12、2)=1.443因 H=1.000m 所以 Bhp=0.983Yo*Fl=Yo*(F-ENi)=1.0*(3780.000-0.000)=3780.00kN 2*Box*(hc+aoy) + Boy*(bc+aox)*Bhp*ft_b*ho =2*0.700*(400+340)+1.443*(400+890)*0.983*1.43*890=5956.54kNNYo*Fl=3780.00kN柱对承台的冲切满足规范要求七、 角桩对承台的冲切验算【8.5.17-5】Nl=max(N1, N3, N4, N6)=630.000kNa1x=A-bc/2-bp/2=1.400-0.400/2-0.320/

13、2=1.040m因为 a1xho1 所以 a1x=ho1=0.890ma1y=(B-hc-bp)/2=(1.400-0.400-0.320)/2=0.340m入1x=a1x/ho1=0.890/0.890=1.000入1y=a1y/ho1=0.340/0.890=0.382B1x=0.56/(入 1x+0.2)=0.56/(1.000+0.2)=0.467 B1y=0.56/(入1y+0.2)=0.56/(0.382+0.2)=0.962 C1=C+1/2*bp=0.400+0.320/2=0.560m C2=C+1/2*bp=0.400+0.320/2=0.560m因 h=1.000m 所以

14、 Bhp=0.983 Yo*Nl=1.0*630.000=630.000kN B1x*(C2+a1y/2.0) + B1y*(C1+a1x/2)*Bhp*ft_b*ho1= 0.467*(560+340/2)+0.962*(560+890/2)*0.983*1.43*890 =1636.496kNyo*Nl=630.000kN角桩对承台的冲切满足规范要求八、 承台斜截面受剪验算【8.5.18-1 计算承台计算截面处的计算宽度bx1=Bx=C+2*A+C=0.400+2*1.400+0.400=3.600m bx2=bc=0.400mbxo=1-0.5*h2/ho*(1-bx2/bx1)*bx1 =1-0.5*0.000/0.890*(1-0.400/3.600)*3.600 =3.600mby1=By=C+B+C=0.400+1.400+0.400=2.200m by2=hc=0.400mbyo=1-0.5*h2/ho*(1-by2/by1)*by1 =1-0.5*0.000/0.890*(1-0.400/2.