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塔吊基础施工方案第一节：编制依据1、本工程施工组织设计；2、本工程岩土工程勘察报告；3、GB50202-2002地基与基础施工质量验收规范；4、GB50205-2001钢结构工程施工质量验收规范；5、GB50007-2002建筑地基基础设计规范；6、GB50017-2003钢结构设计规范；7、JGJ33-2001建筑机械使用安全技术规程；8、JGJ94-2008建筑桩基技术规范；9、本工程设计图纸；10、塔式起重机使用说明书。第二节：工程概况1、工程名称：高东集镇9a-2-1地块动迁安置房项目2、建设单位：上海品兴房地产开发有限公司3、监理单位：上海康舒特建设监理有限公司4、施工单位：上海浦联建设有限公司5、建设地点：浦东新区高东镇6、结构形式：剪力墙结构7、建设规模：本工程由8栋20层住宅，1-3#街坊站组成，总建筑面积为109649.7平方米。各栋高层层数及建筑高度如下表：单位工程名称层数建筑高度1#房地下一层地上二十层59.9米2#房地下一层地上二十层59.9米3#房地下一层地上二十层59.9米4#房地下一层地上二十层59.9米5#房地下一层地上二十层59.9米6#房地下一层地上二十层59.9米7#房地下一层地上二十层59.9米8#房地下一层地上二十层59.9米塔吊型号选用浙江华中机械有限公司生产的QTZ63、QTZ80型平头塔式起重机，塔吊位置详见后附塔吊平面布置图第三节：塔吊设计参数（一）QTZ63塔吊设计参数机构工作级别起升机构M4回转机构M5变幅机构M4公称起重力矩（KN.m）630起重工作幅度(m)最小2.5最大50最大工作高度(m)螺栓固定式32附着式140最大起重量(t)4起升机构型号QS470倍率=2=4起重量/速度(m/min)1/72/352/7.52/354/17.54/3.74倍率最低稳定下降速度(m/min)5功率(KW)15/15/3.5设幅机构速度(m/min)40/20功率(kw)2.4/1.5回转机构速度(r/min)00.6功率(kw)3.7顶升机构速度(m/min)0.47功率(kw)5.5工作压力(mpa)25平衡重(t)最大工作幅度(m)50454035302520重量(t)10.08.88.37.67.15.04.2总功率(kw)21.1工作温度()-20+40（二）QTZ80塔吊设计参数：项目技术参数起升机构工作级别回转机构工作级别变幅机构工作级别额定起升力矩(kN.m)800最大起升重量(t)8工作幅度(m)2.5 55/50最大幅度处的额定起重量(t)1.2起升速度( m/min )倍率 =2 =4吊重(t)442884速度540802.52040最低稳定下降速度Pk=54.25kPa,则进行偏心距计算 (Mk+Fvh)/(Fk+Gk)=(1241.05+23.001.35)/(23.00+1020.94)=1.22m偏心距e=1.22m0.255.50=1.38m,基础底面尺寸满足要求。3.地基承载力验算基础底面标高-4.85m 、基础置于土层:粉质粘土地基承载力特征值fak=250.00kPa、地基土=20.00-10.00=10.00kN/m3（1）修正后的地基承载力特征值计算fa=fak+b(b-3)+dm(d0.5)=250.00+0.3010.00(5.50-3)+2.000.96(3.53-0.5)=263.32kPa（2）地基承载力验算1）当轴心荷载作用时Pk=(Fk+Gk)/A=54.25kPafa=263.32kPa,地基承载力满足要求。2） 当偏心荷载作用时Pkmax=(Fk+Gk)/A+Mk/W=(620.00+1020.94)/30.25+1241.05/19.62=117.50kPaPkmax=117.50kPa1.2fa=315.98kPa,地基承载力满足要求。Pkmin=(Fk+Gk)/A-Mk/W=54.25-1241.05/19.62=-9.00kPa4.抗倾覆验算倾覆力矩M倾=Mk=1241.05kN.m抗倾覆力矩M抗=(Fk+Gk)a/2=(620+1020.94)5.50/2=4512.59kN.mM抗/M倾=4512.59/1241.05=3.64M抗/M倾=3.641.60,抗倾覆满足要求。5.受冲切承载力验算Pj=Fk/A+Mk/W=837.00/30.25+1675.42/19.62=113.08kPaAL=(1.60+21.35+5.50)(5.50-1.60)/2-1.35/2=2.94m2h0=1.35-0.07=1.28m,hp=1+(0.9-1)(1280-800)/(2000-800)=0.96at=1.60m,ab=1.60+21.28=4.16m,am=(1.60+4.16)/2=2.88m0.7hpftamh0=0.70.961.572.881280=3889.30kNFL=PjAL=113.082.94=332.46kN=1,hs=(800/1280)0.25=0.89,am/L=2.88/5.50=0.52(-Pj/1.4fths)hs/hp=1-113.08/(1.41570.000.89)0.89/0.96=0.87FL=332.46kN0.7hpftamh0=3889.30kN基础抗冲切承载力=3889.30kNFl=332.46kN,基础抗冲切满足要求。6.受剪切承载力验算am/L=0.52As2=10560mm2,满足要求。8.计算结果（1）基础尺寸长(a)=5.50m,宽(b)=5.50m,高(h)=1.35m,基础底标高-4.85m。（2）混凝土强度等级C35,双向底筋2825。第七节：塔吊基础计算书(QTZ63)1.计算参数(1)基本参数采用1台QZT63(5013)塔式起重机，塔身尺寸1.60m；现场地面标高-1.32m,基础底标高-4.85m，基础埋设深度3.53m。（2）塔吊基础受力情况荷载情况基础荷载P(kN)M(kN.m)FkFhMMz工作状态620.0023.001210.00259.00非工作状态570.0059.001100.000比较桩基础塔吊基础的工作状态和非工作状态的受力情况,塔吊基础按工作状态计算Fk=620.00kN，Fh=23.00kN，Mk=1210.00+23.001.35=1241.05kN.mFk，=620.001.35=837.00kN，Fh，=23.001.35=31.05kN，Mk，=(1210.00+23.001.35)1.35=1675.42kN.m2.基础底面尺寸验算（1）基础尺寸长(a)=5.50m，宽(b)=5.50m，高(h)=1.35m（2）基础混凝土强度等级C35，ft=1.57N/mm2，砼=25kN/m3（3）基础底面尺寸验算Gk=abh砼=5.505.501.3525=1020.94kNPk=(Fk+Gk)/A=(620.00+1020.94)/(5.505.50)=54.25kPa基础底面矩W=0.1179a3=0.11795.503=19.62m3Mk/W=1241.05/19.62=63.25kPaMk/w=63.25kPaPk=54.25kPa,则进行偏心距计算 (Mk+Fvh)/(Fk+Gk)=(1241.05+23.001.35)/(23.00+1020.94)=1.22m偏心距e=1.22m0.255.50=1.38m,基础底面尺寸满足要求。3.地基承载力验算基础底面标高-4.85m 、基础置于土层:粉质粘土地基承载力特征值fak=250.00kPa、地基土=20.00-10.00=10.00kN/m3（1）修正后的地基承载力特征值计算fa=fak+b(b-3)+dm(d0.5)=250.00+0.3010.00(5.50-3)+2.000.96(3.53-0.5)=263.32kPa（2）地基承载力验算1）当轴心荷载作用时Pk=(Fk+Gk)/A=54.25kPafa=263.32kPa,地基承载力满足要求。2） 当偏心荷载作用时Pkmax=(Fk+Gk)/A+Mk/W=(620.00+1020.94)/30.25+1241.05/19.62=117.50kPaPkmax=117.50kPa1.2fa=315.98kPa,地基承载力满足要求。Pkmin=(Fk+Gk)/A-Mk/W=54.25-1241.05/19.62=-9.00kPa4.抗倾覆验算倾覆力矩M倾=Mk=1241.05kN.m抗倾覆力矩M抗=(Fk+Gk)a/2=(620+1020.94)5.50/2=4512.59kN.mM抗/M倾=4512.59/1241.05=3.64M抗/M倾=3.641.60,抗倾覆满足要求。5.受冲切承载力验算Pj=Fk/A+Mk/W=837.00/30.25+1675.42/19.62=113.08kPaAL=(1.60+21.35+5.50)(5.50-1.60)/2-1.35/2=2.94m2h0=1.35-0.07=1.28m,hp=1+(0.9-1)(1280-800)/(2000-800)=0.96at=1.60m,ab=1.60+21.28=4.16m,am=(1.60+4.16)/2=2.88m0.7hpftamh0=0.70.961.572.881280=3889.30kNFL=PjAL=113.082.94=332.46kN=1,hs=(800/1280)0.25=0.89,am/L=2.88/5.50=0.52(-Pj/1.4fths)hs/hp=1-113.08/(1.41570.000.89)0.89/0.96=0.87FL=332.46kN0.7hpftamh0=3889.30kN基础抗冲切承载力=3889.30kNFl=332.46kN,基础抗冲切满足要求。6.受剪切承载力验算am/L=0.52As2=10560mm2,满足要求。8.计算结果（1）基础尺寸长(a)=5.50m,宽(b)=5.50m,高(h)=1.35m,基础底标高-4.85m。（2）混凝土强度等级C35,双向底筋2825。第七节：QTZ63塔吊塔基四桩基础计算1.计算参数 （1）基本参数采用1台QZT63(5013)塔式起重机，塔身尺寸1.60m,地下室开挖深度为-4.85m；现场地面标高-1.32m，承台面标高-3.60m；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950.0030.001600.00340.00非工作状态850.0070.001800.000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=850.00kN,Fh=70.00kNM=1800.00+70.001.25=1887.50kN.mFk，=850.001.35=1147.50kN,Fh，=70.001.35=94.50kNMk=(1800.00+70.001.25)1.35=2548.13kN.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填土0.20408.000.43.20桩长0.20qsik*Li8.00iqsik*Li3.203）基础设计主要参数基础桩采用4根400预应力管桩,桩顶标高-4.85m；桩混凝土等级C80,fC=35.90N/mm2 ,EC=3.80104 N/mm2；ft=2.22N/mm2,桩长0.20m,壁厚100mm；钢筋HRB400，fy=360.00N/mm2,Es=2.00105N/mm2承台尺寸长(a)=5.50m,宽(b)=5.50m,高(h)=1.35m；桩中心与承台中心1.50m,承台面标高-3.60m；承台混凝土等级C40，ft=1.71N/mm2,fC=19.10N/mm2,砼=25kN/m3Gk=abh砼=5.505.501.3525=1020.94kN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=(850.00+1020.94)/4=467.74kN2）偏心竖向力作用下按照Mx作用在对角线进行计算，Mx=Mk=1887.50kN.m，yi=1.5020.5=2.12mNk =(FkGk)/nMxyi/yi2=(850.00+1020.94)/4(1887.502.12)/(22.122)=467.74445.17Nkmax=912.91kN, Nkmin=22.57kN (基桩不承受竖向拉力)(2)水平力Hik=Fh/n=70.00/4=17.50kN3.单桩允许承载力特征值计算管桩外径d=400mm=0.40m，内径d1=400-2100=200mm=0.20m，hb=0.20hb/d=0.20/0.40=0.50,p =0.160.50=0.08（1）单桩竖向极限承载力标准值计算Aj=(d2-d12)/4=3.14(0.402-0.202)/4=0.09m2,Apl=d12/4=3.140.202/4=0.03m2Qsk=uqsiki=dqsiki=3.140.408.00=10.05kNQpk=qpk(Aj+pApl)=0(0.09+0.080.03)=0kN，Quk= QskQpk=10.05+0=10.05kNRa=1/KQuk=1/210.05=5.03kN4.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(0.404-0.204)/64=0.0012m4EI=EcI=3.801070.0012=45600kN.m2查表得:m=6.00103kN/m4, Xoa=0.010mbo=0.9(1.5d+0.5)=0.99m=990mm=(mbo/ ECI)0.2=(6.0010000.99/45600)0.2=0.67L=0.670.20=0.134,按L=0.13,查表得:x=0.058RHa=0.75(3EI/x)oa=0.75(0.67345600/0.058)0.01=1773.46kN（2）桩基水平承载力计算Hik=17.50kNRha=1773.46kN,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(1.502+0.40)43.20=10.88kNTuk=iqsikuiLi=3.203.140.40=4.02kN(2)抗拔承载力计算Ggp=5.505.500.10(18.80-10)/4=6.66kNGp=(3.140.402-3.14(0.202)/40.20(25-10)=0.27kNTgk/2+Ggp=10.88/2+6.66=12.10kNTuk/2+Gp=4.02/2+0.27=2.28kN由于基桩不承受竖向拉力,故基桩呈整体性和非整体性破坏的抗拔承载力满足要求。6.抗倾覆验算a1=5.50/2=2.75m,bi=5.50/2+1.50=4.25m倾覆力矩M倾=MFhh=1800+70.00(4.853.60)=1887.50kN.m抗倾覆力矩M抗=（FkGk）ai2(Tuk/2+Gp)bi=(850.00+1020.94)2.75+2(4.02/2+0.27)4.25=5164.47kN.mM抗/M倾=5164.47/1887.50=2.74抗倾覆验算2.741.6,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=2548.13kN.m，yi=1.5020.5=2.12mNk=(Fk1.2Gk)/nMxyi/yi2=(1147.50+1.21020.94)/4(2548.132.12)/(22.122) =593.16600.97Nkmax=1194.13kN，Nkmin=-7.81kNc=0.85,cfcAj=0.8535.9010000.09=2746.35kN正截面受压承载力=2746.35kNNkmax=1194.13kN,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=678240N=678.24kN fyAs=678.24kNNkmin=7.81kN,正截面受拉承载力满足要求。M倾/(4x1As)=1887.501000/(41.501884)=166.98N/mm2M倾/(4x1As)=166.98N/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，=1147.50kN，ho=1.35-0.10=1.25m=1250mmhp=1.0+(2000-1350)/(2000-800)(0.9-1.0)=0.950=1.50-0.40/2-1.60/2=0.50m,=0/ho=0.50/1.25=0.400=0.84/(+0.2)=0.84/(0.40+0.2)=1.40um=4(1.60+1.25)=11.40mhp0umftho=0.951.4011.401.7110001.25=32408.78kN承台受冲切承载力=32408.78kNF=1147.50kN,满足要求。2)角桩向上冲切力承载力计算N1=Nk，=Fk，/n+ Mxyi/yi2=1147.50/4+2548.132.12/(22.122)=887.85kN1x=1y=0/ho=0.50/1.25=0.40,c1=c2=1.25+0.20=1.45mV=2Nk，=2887.85=1775.70kN1x=1y=0.56/(1x+0.2)=0.56/(0.40+0.2)=0.931x(c2+1y/2)+1y(c1+1x/2)hpftho=0.93(1.45+0.50/2)20.951.7110001.25=6420.84kN角桩向上冲切承载力=6420.8kNV=1775.70kN,满足要求。3)承台受剪切承载力验算Nk，=Fk，/n+ Mxyi/yi2=1147.50/4+2548.132.12/(22.122)=887.85kNV=2Nk，=2887.85=1775.70kNhs=(800/ho)1/4=(800/1250)0.25=0.89,=0/ho=0.50/1.25=0.40=1.75/(+1)=1.75/(0.40+1)=1.25,b0=5.50m=5500mmhsftb0ho=0.891.251.7110005.501.25=13078.83kN承台受剪切承载力=13078.83kNV=1775.70kN,满足要求。(4)承台抗弯验算1)承台弯矩计算Ni=Fk，/n+ Mxyi/yi2=1147.50/4+2548.132.12/(22.122)=887.85kN,Xi=1.50mM=NiXi=2887.851.50=2663.55kN.m2)承台配筋计算承台采用HRB400，fy=360.00N/mm2As=M/0.9fyho=2663.55106/(0.93601250)=6577mm2取2825 201mm (钢筋间距满足要求),As=28491=13748mm2承台配筋面积13748mm26875mm2,满足要求。8.计算结果（1）基础桩 桩,桩顶标高m,桩长m；桩混凝土等级,壁厚mm,桩顶插筋。（2）承台长(a)=m，宽(b)=m，高(h)=m ，桩中心与承台中心m，承台面标高m；混凝土等级，mm。第七节：QTZ80塔吊塔基四桩基础计算1.计算参数 （1）基本参数采用4台QZT80A(5613)塔式起重机，塔身尺寸1.60m,地下室开挖深度为-4.85m；现场地面标高-1.32m，承台面标高-3.60m；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950.0030.001600.00340.00非工作状态850.0070.001800.000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=850.00kN,Fh=70.00kNM=1800.00+70.001.25=1887.50kN.mFk，=850.001.35=1147.50kN,Fh，=70.001.35=94.50kNMk=(1800.00+70.001.25)1.35=2548.13kN.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填土0.20408.000.43.20桩长0.20qsik*Li8.00iqsik*Li3.203）基础设计主要参数基础桩采用4根400预应力管桩,桩顶标高-4.85m；桩混凝土等级C80,fC=35.90N/mm2 ,EC=3.80104 N/mm2；ft=2.22N/mm2,桩长0.20m,壁厚100mm；钢筋HRB400，fy=360.00N/mm2,Es=2.00105N/mm2承台尺寸长(a)=5.50m,宽(b)=5.50m,高(h)=1.35m；桩中心与承台中心1.50m,承台面标高-3.60m；承台混凝土等级C35，ft=1.57N/mm2,fC=16.70N/mm2,砼=25kN/m3Gk=abh砼=5.505.501.3525=1020.94kN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=(850.00+1020.94)/4=467.74kN2）偏心竖向力作用下按照Mx作用在对角线进行计算，Mx=Mk=1887.50kN.m，yi=1.5020.5=2.12mNk =(FkGk)/nMxyi/yi2=(850.00+1020.94)/4(1887.502.12)/(22.122)=467.74445.17Nkmax=912.91kN, Nkmin=22.57kN (基桩不承受竖向拉力)(2)水平力Hik=Fh/n=70.00/4=17.50kN3.单桩允许承载力特征值计算管桩外径d=400mm=0.40m，内径d1=400-2100=200mm=0.20m，hb=0.20hb/d=0.20/0.40=0.50,p =0.160.50=0.08（1）单桩竖向极限承载力标准值计算Aj=(d2-d12)/4=3.14(0.402-0.202)/4=0.09m2,Apl=d12/4=3.140.202/4=0.03m2Qsk=uqsiki=dqsiki=3.140.408.00=10.05kNQpk=qpk(Aj+pApl)=0(0.09+0.080.03)=0kN，Quk= QskQpk=10.05+0=10.05kNRa=1/KQuk=1/210.05=5.03kN4.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(0.404-0.204)/64=0.0012m4EI=EcI=3.801070.0012=45600kN.m2查表得:m=6.00103kN/m4, Xoa=0.010mbo=0.9(1.5d+0.5)=0.99m=990mm=(mbo/ ECI)0.2=(6.0010000.99/45600)0.2=0.67L=0.670.20=0.134,按L=0.13,查表得:x=0.058RHa=0.75(3EI/x)oa=0.75(0.67345600/0.058)0.01=1773.46kN（2）桩基水平承载力计算Hik=17.50kNRha=1773.46kN,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(1.502+0.40)43.20=10.88kNTuk=iqsikuiLi=3.203.140.40=4.02kN(2)抗拔承载力计算Ggp=5.505.500.10(18.80-10)/4=6.66kNGp=(3.140.402-3.14(0.202)/40.20(25-10)=0.27kNTgk/2+Ggp=10.88/2+6.66=12.10kNTuk/2+Gp=4.02/2+0.27=2.28kN由于基桩不承受竖向拉力,故基桩呈整体性和非整体性破坏的抗拔承载力满足要求。6.抗倾覆验算a1=5.50/2=2.75m,bi=5.50/2+1.50=4.25m倾覆力矩M倾=MFhh=1800+70.00(4.853.60)=1887.50kN.m抗倾覆力矩M抗=（FkGk）ai2(Tuk/2+Gp)bi=(850.00+1020.94)2.75+2(4.02/2+0.27)4.25=5164.47kN.mM抗/M倾=5164.47/1887.50=2.74抗倾覆验算2.741.6,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=2548.13kN.m，yi=1.5020.5=2.12mNk=(Fk1.2Gk)/nMxyi/yi2=(1147.50+1.21020.94)/4(2548.132.12)/(22.122) =593.16600.97Nkmax=1194.13kN，Nkmin=-7.81kNc=0.85,cfcAj=0.8535.9010000.09=2746.35kN正截面受压承载力=2746.35kNNkmax=1194.13kN,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420，As=4314=1256mm2fyAs=3601256=452160N=452.16kN fyAs=452.16kNNkmin=7.81kN,正截面受拉承载力满足要求。M倾/(4x1As)=1887.501000/(41.501256)=250.46N/mm2M倾/(4x1As)=250.46N/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，=1147.50kN，ho=1.35-0.10=1.25m=1250mmhp=1.0+(2000-1350)/(2000-800)(0.9-1.0)=0.950=1.50-0.40/2-1.60/2=0.50m,=0/ho=0.50/1.25=0.400=0.84/(+0.2)=0.84/(0.40+0.2)=1.40um=4(1.60+1.25)=11.40mhp0umftho=0.951.4011.401.5710001.25=29755.43kN承台受冲切承载力=29755.43kNF=1147.50kN,满足要求。2)角桩向上冲切力承载力计算N1=Nk，=Fk，/n+ Mxyi/yi2=1147.50/4+2548.132.12/(22.122)=887.85kN1x=1y=0/ho=0.50/1.25=0.40,c1=c2=1.25+0.20=1.45mV=2Nk，=2887.85=1775.70kN1x=1y=0.56/(1x+0.2)=0.56/(0.40+0.2)=0.931x(c2+1y/2)+1y(c1+1x/2)hpftho=0.93(1.45+0.50/2)20.951.5710001.25=5895.15kN角桩向上冲切承载力=5895.2kNV=1775.70kN,满足要求。3)承台受剪切承载力验算Nk，=Fk，/n+ Mxyi/yi2=1147.50/4+2548.132.12/(22.122)=887.85kNV=2Nk，=2887.85=1775.70kNhs=(800/ho)1/4=(800/1250)0.25=0.89,=0/ho=0.50/1.25=0.40=1.75/(+1)=1.75/(0.40+1)=1.25,b0=5.50m=5500mmhsftb0ho=0.891.251.5710005.501.25=12008.05kN承台受剪切承载力=12008.05kNV=1775.70kN,满足要求。(4)承台抗弯验算1)承台弯矩计算Ni=Fk，/n+ Mxyi/yi2=1147.50/4+2548.132.12/(22.122)=887.85kN,Xi=1.50mM=NiXi=2887.851.50=2663.55kN.m2)承台配筋计算承台采用HRB400，fy=360.00N/mm2As=M/0.9fyho=2663.55106/(0.93601250)=6577mm2取2820 201mm (钢筋间距满足要求),As=28314=8792mm2承台配筋面积8792mm26875mm2,满足要求。8.计算结果（1）基础桩 桩,桩顶标高m,桩长m；桩混凝土等级,壁厚mm,桩顶插筋。（2）承台长(a)=m，宽(b)=m，高(h)=m ，桩中心与承台中心m，承台面标高m；混凝土等级，mm。附：塔吊定位图及塔吊基础配筋图
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