塔吊基础设计单桩63VIP专享VIP免费

塔吊基础设计(单桩)计算书工程名称：中大布市现代轻纺服务中心编制单位：湖南省郴州建设工程集团有限公司1.计算参数(1)基本参数1台45米、1台40米，塔身尺寸1.63m,承台面标高-12.20m(2)计算参数Fk=503.80kN,Fh=35.00kN,M=1500.00+35.0X1.10=1538.50kN.mFk=503.80X1.35=680.13kN,Fh=35.00X1.35=47.25kN,Mk=(1500.00+35.0X1.10)X1.35=2076.98kN.m基础何成P(kN)M(kN-m)FkFhMM503.8035.001500.00200.00塔机基础受力比较桩基础塔机的工作状态和非工作状态的受力情况，塔机基础按工作状态计算如图:采用2台QTZ63塔式起重机,基础顶面所受垂直力基础顶面所受水平力基础顶面所受倾覆力矩基础所受扭矩2)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)岩石饱和单轴抗压强度标准值frk(kPa)qsik*|i(kN/m)皿系数入i入iqsik*ii(kN/m)1粘性土1.955.00100.00104.500.7073.152粉质粘土0.995.00150.0085.500.7059.853强风化6.2120.00245.00148.000.70103.884中风化1.10200.00420.00174.400.70121.8桩长10.10刀qsik*1i512.40刀入iqsik*|i358.683)基础设计主要参数基础桩采用1根$1400人工挖孔灌注桩，桩顶标高-12.20m，桩端设扩大头，桩端入中风化1.242210m;桩混凝土等级C30,fc=14.30N/mm,Ec=3.00x10N/mm;ft=1.43N/mm,桩长10.10m;钢筋HRB335,fy=300.00N/mm2,Es=2.00x105N/mni;承台尺寸长(a)=3.50m、宽(b)=3.50m、高(h)=1.20m;桩中心与承台中心重合，面标高-12.20m;承台混凝土等级C30,ft=1.43N/mm2,fc=14.30N/mnf,丫s25kN/m3。Gk=axbxhx、3=3.50x3.50x1.20x塔吊基础平面图2.桩顶作用效应计算(1)轴心竖向力作用下25=367.50kN塔吊基础剖面图2=(Fk+Gk)/n=(503.80+367.50)/1=871.30kN(2)水平力作用下Hik=Fh/n=35.00/仁35.00kN3.桩基竖向承载力验算(1)单桩竖向极限承载力标准值计算400[14004002200桩扩大头大样图h「=1.10m,d=1.40m=1400mm,h「/d=1.10/1.40=0.79,查表得，台「=1.04222AP=nD/4=3.14X(1.40+2X0.40)/4=3.80mQsk=uEqsikA=nd刀qsiah=3.14X1.40X512.40=2252.51kNQk=srfrkA=1.04X120X3.80=474.24kNQk=Qk+Qk=2252.51+474.24=2726.75kNRa=1/KQuk=1/2X2726.75=1363.38kN4.桩基竖向承载力计算轴心竖向力作用下Nk=871.30kNvRa=1363.38kN,竖向承载力满足要求。5.桩基水平承载力验算(1)单桩水平承载力特征值计算54aE=ES/Ec=2.00X10/3.00X10=6.67,丫m=2,SN=0.50pg=0.2+(2000-1400)/(2000-300)X(0.65-0.2)=0.36%222W=nd/32[d+2(Es/Ec—1)pgdo]=3.14X1.40/32X(1.40+2X(6.67-1)X0.36%X(1.40-2X0.10)2)=0.28m34Io=Vod/2=0.28X1.40/2=0.19m72EI=0.85E2。=0.85X3.00X10X0.19=4845000kN.m查表得:m=35.00X103kN/m4,b。=0.9(d+1)=2.16m0202a=(mbo/Ec|).=(35.00X1000X2.16/4845000).=0.44aL=0.44X10.10=4.40>4，按aL=4查表得：V详0.7682=(Fk'+1.2Gk)/n=(680.13+1.2X367.50)/1=1121.13kN22An=nd/4[1+(Es/Ec-1)Pg]=1.54X(1+5.67X0.36%)=1.57mRHa=(0.75XaYmftW/Vn)(1.25+22pg)(1+SNNU/YnftA)=(0.75X0.44X2X1.43X1000X0.28/0.768)X(1.25+22X0.36/100)X[1+0.50X1121.13/(2X1.43X1000X1.57)]=481.73kN(2)桩基水平承载力Hk=35.00kNvRha=481.73kN,水平承载力满足要求6.抗拔桩基承载力验算(1)抗拔极限承载力标准值计算Tgk=1/nuJ入iqsikLi=1.40X4X358.68=2008.61kNTuk=2入iqsikUiLi=358.68X3.14X1.40=1576.76kN(2)抗拔承载力计算Ggp=Ggp1+GP2=3.50X3.50X1.50X18.80/1+3.50X3.50X8.50X(18.805kNG=Gi+G2=3.80X1.60X25+3.80X8.50X(25-10)=636.50kNTgk/2+Ggp=2008.61/2+1261.75=2266.06kNTuk/2+Gp=1576.76/2+636.50=1424.88kN7.抗倾覆验算倾覆点示意图bi=3.50/2=1.75m倾覆力矩M倾=叶FhXh=1500.00+35.00X1.10=1538.50kN-m抗倾覆力矩皿抗=(Fk+G)Xbi+(Tuk/2+Gp)XbiMFb11001200倾覆点100A■Iuk/2+G1MOO1750-10)/1=1261.7=(503.80+367.50)X1.75+(1576.76/2+636.50)X1.75=4018.32kN?mM抗/M倾=4018.32/1538.50=2.61抗倾覆验算2.61>1.6,满足要求。8.桩身承载力验算(1)正截面受压承载力计算Nk=(F峪+1.2Gk)/n=(680.13+1.2X367.50)/1=1121.13kN¥c=0.90¥cfcA3=0.90X14.30X1000X1.54=19819.80kN正截面受压承载力=19819.80kN>N=1...