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1、塔吊基础设计(四桩)计算书工程名称：1编制单位：1.计算参数 （1）基本参数采用1台TC6513-6塔式起重机，塔身尺寸1.80m,地下室开挖深度为9.90m；现场地面标高19.10m，承台面标高11.00m；采用预应力管桩基础，地下水位-3.00m。1）塔吊基础受力情况荷载工况基础荷载P(kN)M(kN.m)FkFhMMZ工作状态696.9025.402148.20460.20非工作状态586.30103.202798.600比较桩基础塔吊的工作状态和非工作状态的受力情况，塔吊基础按非工作状态计算如图Fk=586.30kN,Fh=103.20kNM=2798.60+103.201.40=29
2、43.08kN.mFk，=586.301.35=791.51kN,Fh，=103.201.35=139.32kNMk=(2798.60+103.201.40)1.35=3973.16kN.m2）桩顶以下岩土力学资料序号地层名称厚度L(m)极限侧阻力标准值qsik(kPa)极限端阻力标准值qpk(kPa)qsiki(kN/m)抗拔系数iiqsiki(kN/m)1粉质粘土2.2033.0072.600.4029.042细中砂4.6021.0096.600.5048.303砂质粘土6.6042.002600.00277.200.50138.604全风化粉砂岩2.0080.004000.00160.0
3、00.70112.00桩长15.40qsik*Li606.40iqsik*Li327.943）基础设计主要参数基础桩采用4根500预应力管桩,桩顶标高9.60m；桩混凝土等级C80,fC=35.90N/mm2 ,EC=3.80104 N/mm2；ft=2.22N/mm2,桩长15.40m,壁厚70mm；钢筋HRB400，fy=360.00N/mm2,Es=2.00105N/mm2承台尺寸长(a)=5.60m,宽(b)=5.60m,高(h)=1.50m；桩中心与承台中心2.30m,承台面标高11.00m；承台混凝土等级C35，ft=1.57N/mm2,fC=16.70N/mm2,砼=25kN/m
4、3Gk=abh砼=5.605.601.5025=1176.00kN塔吊基础尺寸示意图2.桩顶作用效应计算（1）竖向力1）轴心竖向力作用下Nk=(FkGk)/n=(586.30+1176.00)/4=440.58kN2）偏心竖向力作用下按照Mx作用在对角线进行计算，Mx=Mk=2943.08kN.m，yi=2.3020.5=3.25mNk =(FkGk)/nMxyi/yi2=(586.30+1176.00)/4(2943.083.25)/(23.252)=440.58452.78Nkmax=893.36kN, Nkmin=-12.21kN (基桩承受竖向拉力)(2)水平力Hik=Fh/n=103
5、.20/4=25.80kN3.单桩允许承载力特征值计算管桩外径d=500mm=0.50m，内径d1=500-270=360mm=0.36m，hb=2.00hb/d=2.00/0.50=4.00,p =0.164.00=0.64（1）单桩竖向极限承载力标准值计算Aj=(d2-d12)/4=3.14(0.502-0.362)/4=0.09m2,Apl=d12/4=3.140.362/4=0.10m2Qsk=uqsiki=dqsiki=3.140.50606.40=952.05kNQpk=qpk(Aj+pApl)=4000.00(0.09+0.640.10)=616.00kN，Quk= QskQpk
6、=952.05+616.00=1568.05kNRa=1/KQuk=1/21568.05=784.03kN(2)桩基竖向承载力计算1）轴心竖向力作用下Nk=440.58kNRa=784.03kN,竖向承载力满足要求。2）偏心竖向力作用下Nkmax=893.36kNRa=1.2784.03=940.84kN,竖向承载力满足要求。4.桩基水平承载力验算(1)单桩水平承载力特征值计算I=(d4-d14)/64=3.14(0.504-0.364)/64=0.0022m4EI=EcI=3.801070.0022=83600kN.m2查表得:m=6.00103kN/m4, Xoa=0.010mbo=0.9
7、(1.5d+0.5)=1.13m=1130mm=(mbo/ ECI)0.2=(6.0010001.13/83600)0.2=0.60L=0.6015.40=9.244,按L=4,查表得:x=2.441RHa=0.75(3EI/x)oa=0.75(0.60383600/2.441)0.01=55.48kN（2）桩基水平承载力计算Hik=25.80kNRha=55.48kN,水平承载力满足要求。5.抗拔桩基承载力验算（1）抗拔极限承载力标准值计算Tgk=1/nu1iqsikLi=1/4(2.302+0.50)4327.94=1672.49kNTuk=iqsikuiLi=327.943.140.50
8、=514.87kN(2)抗拔承载力计算Ggp=5.605.6015.30(18.80-10)/4=1055.58kNGp=(3.140.502-3.14(0.362)/415.40(25-10)=20.79kNTgk/2+Ggp=1672.49/2+1055.58=1891.83kNNkmin=12.21kN,基桩呈整体性破坏的抗拔承载力满足要求。Tuk/2+Gp=514.87/2+20.79=278.23kNNkmin=12.21kN,基桩呈非整体性破坏的抗拔承载力满足要求。6.抗倾覆验算a1=5.60/2=2.80m,bi=5.60/2+2.30=5.10m倾覆力矩M倾=MFhh=2799
9、+103.20(19.2011.00)=3645.24kN.m抗倾覆力矩M抗=（FkGk）ai2(Tuk/2+Gp)bi=(586.30+1176.00)2.80+2(514.87/2+20.79)5.10=7772.34kN.mM抗/M倾=7772.34/3645.24=2.13抗倾覆验算2.131.6,满足要求。7.桩身承载力验算(1)正截面受压承载力计算按照Mx作用在对角线进行计算，Mx=Mk=3973.16kN.m，yi=2.3020.5=3.25mNk=(Fk1.2Gk)/nMxyi/yi2=(791.51+1.21176.00)/4(3973.163.25)/(23.252) =5
10、50.68611.26Nkmax=1161.94kN，Nkmin=-60.58kNc=0.85,cfcAj=0.8535.9010000.09=2746.35kN正截面受压承载力=2746.35kNNkmax=1161.94kN,满足要求。(2)预制桩插筋受拉承载力验算插筋采用HRB400，fy=360.00N/mm2，取620，As=6314=1884mm2fyAs=3601884=N=678.24kN fyAs=678.24kNNkmin=60.58kN,正截面受拉承载力满足要求。M倾/(4x1As)=3645.241000/(42.301884)=210.31N/mm2M倾/(4x1As
11、)=210.31N/mm2360.00N/mm2,满足要求。(3)承台受冲切承载力验算1）塔身边冲切承载力计算F=F1.2Qik=Fk，=791.51kN，ho=1.50-0.10=1.40m=1400mmhp=1.0+(2000-1500)/(2000-800)(0.9-1.0)=0.960=2.30-0.50/2-1.80/2=1.15m,=0/ho=1.15/1.40=0.820=0.84/(+0.2)=0.84/(0.82+0.2)=0.82um=4(1.80+1.40)=12.80mhp0umftho=0.960.8212.801.5710001.40=22147.40kN承台受冲切
12、承载力=22147.40kNF=791.51kN,满足要求。2)角桩向上冲切力承载力计算N1=Nk，=Fk，/n+ Mxyi/yi2=791.51/4+3973.163.25/(23.252)=809.13kN1x=1y=0/ho=1.15/1.40=0.82,c1=c2=0.50+0.25=0.75mV=2Nk，=2809.13=1618.27kN1x=1y=0.56/(1x+0.2)=0.56/(0.82+0.2)=0.551x(c2+1y/2)+1y(c1+1x/2)hpftho=0.55(0.75+1.15/2)20.961.5710001.40=3075.44kN角桩向上冲切承载力=
13、3075.4kNV=1618.27kN,满足要求。3)承台受剪切承载力验算Nk，=Fk，/n+ Mxyi/yi2=791.51/4+3973.163.25/(23.252)=809.13kNV=2Nk，=2809.13=1618.26kNhs=(800/ho)1/4=(800/1400)0.25=0.87,=0/ho=1.15/1.40=0.82=1.75/(+1)=1.75/(0.82+1)=0.96,b0=5.60m=5600mmhsftb0ho=0.870.961.5710005.601.40=10280.31kN承台受剪切承载力=10280.31kNV=1618.26kN,满足要求。(
14、4)承台抗弯验算1)承台弯矩计算Ni=Fk，/n+ Mxyi/yi2=791.51/4+3973.163.25/(23.252)=809.13kN,Xi=2.30mM=NiXi=2809.132.30=3722.00kN.m2)承台配筋计算承台采用HRB335，fy=300.00N/mm2As=M/0.9fyho=3722.00106/(0.93001400)=9847mm2取2825 198mm (钢筋间距满足要求),As=28491=13748mm2承台配筋面积13748mm29847mm2,满足要求。8.计算结果（1）基础桩4根500 预应力管桩,桩顶标高9.60m,桩长15.40m；桩混凝土等级C80,壁厚70mm,桩顶插筋620。（2）承台长(a)=5.60m，宽(b)=5.60m，高(h)=1.50m ，桩中心与承台中心2.30m，承台面标高11.00m；混凝土等级C35，承台底钢筋采用双向2825198mm。（3）基础大样图塔吊基础平面图塔吊基础剖面图在已确定的场地上，采用多种手段查明场地工程地质条件；采用综合评价方法，对场地和地基稳定性做出结论；
