六桩桩基承台计算.doc

结构构件计算书六桩桩基承台计算项目名称_日 期_设 计 者_校 对 者_一、设计依据建筑地基基础设计规范 (GB50007-2002)混凝土结构设计规范 (GB50010-2002)建筑桩基技术规范 (JGJ 942008)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-21. 几何参数矩形柱宽bc=600mm矩形柱高hc=450mm方桩边长ls=500mm承台根部高度H=1800mm承台端部高度h=900mmx方向桩中心距A=1500mmy方向桩中心距B=1500mm承台边缘至边桩中心距 C=500mm2. 材料信息柱混凝土强度等级: C30 ft_c=1.43N/mm2,fc_c=14.3N/mm2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: C30 ft_p=1.43N/mm2,fc_p=14.3N/mm2承台钢筋级别: HRB335 fy=300N/mm23. 计算信息结构重要性系数: o=1.0 纵筋合力点至近边距离:as=100mm4. 作用在承台顶部荷载标准值Fgk=8270.000kNFqk=0.000kNMgxk=86.000kN*mMqxk=0.000kN*mMgyk=747.000kN*mMqyk=0.000kN*mVgxk=0.000kNVqxk=0.000kNVgyk=0.000kNVqyk=0.000kN永久荷载分项系数rg=1.35可变荷载分项系数rq=1.40Fk=Fgk+Fqk=8270.000+(0.000)=8270.000kNMxk=Mgxk+Fgk*(B2-B1)/2+Mqxk+Fqk*(B2-B1)/2 =86.000+8270.000*(0.000-0.000)/2+(0.000)+0.000*(0.000-0.000)/2 =86.000kN*mMyk=Mgyk+Fgk*(A2-A1)/2+Mqyk+Fqk*(A2-A1)/2 =747.000+8270.000*(0.000-0.000)/2+(0.000)+0.000*(0.000-0.000)/2 =747.000kN*mVxk=Vgxk+Vqxk=0.000+(0.000)=0.000kNVyk=Vgyk+Vqyk=0.000+(0.000)=0.000kNF1=rg*Fgk+rq*Fqk=1.35*(8270.000)+1.40*(0.000)=11164.500kNMx1=rg*(Mgxk+Fgk*(B2-B1)/2)+rq*(Mqxk+Fqk*(B2-B1)/2) =1.35*(86.000+8270.000*(0.000-0.000)/2)+1.40*(0.000+0.000*(0.000-0.000)/2) =116.100kN*mMy1=rg*(Mgyk+Fgk*(A2-A1)/2)+rq*(Mqyk+Fqk*(A2-A1)/2) =1.35*(747.000+8270.000*(0.000-0.000)/2)+1.40*(0.000+0.000*(0.000-0.000)/2) =1008.450kN*mVx1=rg*Vgxk+rq*Vqxk=1.35*(0.000)+1.40*(0.000)=0.000kNVy1=rg*Vgyk+rq*Vqyk=1.35*(0.000)+1.40*(0.000)=0.000kNF2=1.35*Fk=1.35*8270.000=11164.500kNMx2=1.35*Mxk=1.35*86.000=116.100kN*mMy2=1.35*Myk=1.35*747.000=1008.450kN*mVx2=1.35*Vxk=1.35*(0.000)=0.000kNVy2=1.35*Vyk=1.35*(0.000)=0.000kNF=max(|F1|,|F2|)=max(|11164.500|,|11164.500|)=11164.500kNMx=max(|Mx1|,|Mx2|)=max(|116.100|,|116.100|)=116.100kN*mMy=max(|My1|,|My2|)=max(|1008.450|,|1008.450|)=1008.450kN*mVx=max(|Vx1|,|Vx2|)=max(|0.000|,|0.000|)=0.000kNVy=max(|Vy1|,|Vy2|)=max(|0.000|,|0.000|)=0.000kN四、计算参数1. 承台总长 Bx=C+2*A+C=0.500+2*1.500+0.500=4.000m2. 承台总宽 By=C+B+C=0.500+1.500+0.500=2.500m3. 承台根部截面有效高度 ho=H-as=1.800-0.100=1.700mho1=h-as=0.900-0.100=0.800mh2=H-h=1.800-0.900=0.900m4. 方桩换算截面宽度 bp=ls=0.500m五、内力计算1. 各桩编号及定位座标如上图所示:1号桩 (x1=-A=-1.500m, y1=-0.5*B=-0.750m)2号桩 (x2=0, y2=-0.5*B=-0.750m)3号桩 (x3=A=1.500m, y3=-0.5*B=-0.750m)4号桩 (x4=A=1.500m, y4=0.5*B=0.750m)5号桩 (x5=0, y5=0.5*B=0.750m)6号桩 (x6=-A=-1.500m, y6=0.5*B=0.750m)2. 各桩净反力设计值, 计算公式:【8.5.3-2】xi=x12*4=9.000myi=y12*6=3.375mNi=F/n-Mx*yi/yi2+My*xi/xi2+Vx*H *xi/xi2+(-Vy)*H *y1/yi2N1=11164.500/6-116.100*(-0.750)/3.375+1008.450*(-1.500)/9.000 +0.000*1.800*(-1.500)/9.000-0.000*1.800*(-0.750)/3.375 =1718.475kNN2=11164.500/6-116.100*(-0.750)/3.375+1008.450*0.000/9.000 +0.000*1.800*0.000/9.000-0.000*1.800*(-0.750)/3.375 =1886.550kNN3=11164.500/6-116.100*(-0.750)/3.375+1008.450*1.500/9.000 +0.000*1.800*1.500/9.000-0.000*1.800*(-0.750)/3.375 =2054.625kNN4=11164.500/6-116.100*0.750/3.375+1008.450*1.500/9.000 +0.000*1.800*1.500/9.000-0.000*1.800*0.750/3.375 =2003.025kNN5=11164.500/6-116.100*0.750/3.375+1008.450*0.000/9.000 +0.000*1.800*0.000/9.000-0.000*1.800*0.750/3.375 =1834.950kNN6=11164.500/6-116.100*0.750/3.375+1008.450*(-1.500)/9.000 +0.000*1.800*(-1.500)/9.000-0.000*1.800*0.750/3.375 =1666.875kN六、柱对承台的冲切验算 【8.5.17-1】1. Ni=0=0.000kN 2. ox=A-bc/2-bp/2=1.500-0.600/2-0.500/2=0.950moy=B/2-hc/2-bp/2=1.500/2-0.450/2-0.500/2=0.275m因为 oyho1 所以 a1x=ho1=0.800m a1y=(B-hc-bp)/2-0.050=(1.500-0.450-0.500)/2-0.050=0.225m3. 1x=a1x/ho1=0.800/0.800=1.000 1y=a1y/ho1=0.225/0.800=0.2814. 1x=0.56/(1x+0.2)=0.56/(1.000+0.2)=0.467 1y=0.56/(1y+0.2)=0.56/(0.281+0.2)=1.164 C1=C+1/2*bp=0.500+0.500/2=0.750m C2=C+1/2*bp=0.500+0.500/2=0.750m5. 因 h=0.900m 所以 hp=0.992 o*Nl=1.0*2054.625=2054.625kN 1x*(C2+a1y/2.0)+1y*(C1+a1x/2)*hp*ft_b*ho1 =0.467*(750+225/2)+1.164*(750+800/2)*0.992*1.43*800 =1974.746kNo*Nl=2054.625kN角桩对承台的冲切不满足规范要求八、承台斜截面受剪验算 【8.5.18-1】1. 计算承台计算截面处的计算宽度 bx1=Bx=C+2*A+C=0.500+2*1.500+0.500=4.000m bx2=bc+0.100=0.600+0.100=0.700m bxo=1-0.5*h2/ho*(1-bx2/bx1)*bx1 =1-0.5*0.900/1.700*(1-0.700/4.000)*4.000 =3.126m by1=By=C+B+C=0.500+1.500+0.500=2.500m by2=hc+0.100=0.450+0.100=0.550m byo=1-0.5*h2/ho*(1-by2/by1)*by1 =1-0.5*0.900/1.700*(1-0.550/2.500)*2.500 =1.984m2.计算剪切系数因 0.800ho=1.700m2.000m,hs=(0.800/1.700)1/4=0.828 ax=A-1/2*bc-1/2*bp-0.050=1.500-1/2*0.600-1/2*0.500-0.050=0.900m x=ax/ho=0.900/1.700=0.529 x=1.75/(x+1.0)=1.75/(0.529+1.0)=1.144 ay=(B-hc-bp)/2-0.050=(1.500-0.450-0.500)/2-0.050=0.225m y