塔吊基礎設計

塔吊基礎設計（四樁）計算書工程名稱：坪山聚龍山保障性住房編制單位：中建四局計算參數(shù)（1）基本參數(shù)采用1臺TC6013-6塔式起重機，塔身尺寸1.80m,基坑底標高-11.25m；現(xiàn)場地面標高0.00m,承臺面標高-9.90m。（2）計算參數(shù)1）塔吊基礎受力情況:何載工況基礎荷載P(kN)M(kN.m)FkFhMMz工作狀態(tài)684.5022.82152.00402.00非工作狀態(tài)624.5097.02695.100MFk=MFk=基礎頂面所受垂直力F：=基礎頂面所受水平力M=基礎頂面所受傾覆力矩MMz=基礎所受扭矩塔吊基礎受力示意圖比較塔吊的工作狀態(tài)和非工作狀態(tài)的受力情況，塔吊基礎按非工作狀態(tài)計算如圖：Fk=624.50kN,Fh=97.00kN,M=2695.10+97.00X1.25=2816.35kN.mFk，=624.50X1.35=843.08kN,F『=97.00X1.35=130.95kN,M「(2695.10+97.00X1.25)X1.35=3802.07kN.m2）樁頂以下巖土力學資料

序號地層名稱厚度L(m)極限側(cè)阻力標準值qsik(kPa)巖石飽和單軸抗壓強度標準值frk(kPa)q*sik*i(kN/m)抗拔系數(shù)入i入.q.*'.(kN/m)11填土2.6920.0053.800.4043.042淤泥層1.2012.0014.400.304.323粘土層0.8053.0042.400.4016.964粗砂層1.4074.00103.600.5051.805礫質(zhì)粘性土3.40135.00459.000.70321.306強風化巖0.60140.0084.000.7058.807中風化巖2.10180.0015000.00378.000.70264.608微風化巖1.81240.0030000.00434.400.70304.08樁長14.00Gsik*Li1569.60以iisikL1064.90(3)基礎設計主要參數(shù)基礎樁采用4根？800鉆(沖)孔灌注樁，樁頂標高-11.15m,樁端不設擴大頭，樁端入微風化巖1.81m；樁混凝土等級C35,f「16.70N/mm2,E「3.15X104N/mm2；ft=1.57N/mm2,樁長14.00m；鋼筋HRB335,f「300.00N/mm2,Es=2.00X105N/mm2；承臺尺寸長(a)=9.80m,寬(b)=9.80m,高(h)=1.35m,樁中心與承臺中心4.00m,承臺面標高-9.90m；承臺混凝土等級C35,ft=1.57N/mm2,f「16.70N/mm2,y砼=25kN/m3。Gk=aXbXhXy砼=9.80X9.80X1.35X25=3241.35kN

承臺90Q.900190承臺90Q.900190G[刖叩[&00&BDOIo昌

ODOm樁頂作用效應計算豎向力軸心豎向力作用下Nk=(Fk+Gk)/n=(624.50+3241.35)/4=966.46kN偏心豎向力作用下按照Mx作用在對角線進行計算，Mx=Mk=2816.35kN.myf4.OOX20B5.66mNk=(Fk+Gk)/n+Mxyi/Zy：=(624.50+3241.35)/4±(2816.35X5.66)/(2X5.662)=966.46±248.79Nkmax=1215.25kN,Nkmin=717.67kN(基樁不承受豎向拉力)。水平力Hik=Fh/n=97.00/4=24.25kN3：樁基豎向承載力驗算(1)單樁豎向極限承載力標準值計算d=0.80m=800mm,h=1.81m,h/d=1.81/0.80=2.26，查表得：，=0.93A=nd2/4=3.14XO.8O2/4=0.50m2Qk=u￡q.k'=nd￡q.」=3.14X0.80X1569.60=3942.84kNQrk=：rfrkA=0.93X30000.00X0.50=13950.00kNQuk=Qsk+Qrk=3942.84+13950.00=17892.84kNR=1/KQ=1/2X17892.84=8946.42kN(2)樁基豎向力作用下軸心豎向力作用下Nk=966.46kNVR「8946.42kN,豎向承載力滿足要求。偏心豎向力作用下Nkmax=1215.25kNVR「1.2X8946.42=10735.70kN，豎向承載力滿足要求。單樁水平承載力驗算單樁水平承載力特征值計算aE=Es/Ec=2.00X105/3.15X104=6.35,ym=2,：n=0.50p=0.2+(2000-800)/(2000-300)X(0.65-0.2)=0.52%Wo=nd/32[d2+2(E/EC—1)p"]=(3.14X0.80/32)X[0.802+2X(6.35-1)X0.52%X(0.80-2X0.10)2]=0.05m3Io=Wod/2=0.05X0.80/2=0.0200m4EI=0.85ECIo=0.85X3.15X107X0.0200=535500kN.m2查表得:m=6.00X103kN/m4,b=0.9(1.5d+0.5)=1.53m=1530mma=(mbo/EcI)0.2=(6.00X1000X1.53/535500)o.2=0.44aL=0.44X14.00=6.16>4,按aL=4,查表得：um=0.768Nk=(F「+1.2Gk)/n=(843.08+1.2X3241.35)/4=1183.18kN,An=nd2/4[1+(Es/Ec-1)Pg]=3.14X0.802/4X(1+(6.35-1)X0.52%)=0.52m2R=(0.75aYfW/u)(1.25+22p)(1+：N/yfA)hamt0mgNkmtn=(0.75X0.44X2X1.57X1000X0.05/0.768)X(1.25+22X0.52%)X[1+0.50X1183.18/(2X1.57X1000X0.52)]=125.39kN樁基水平承載力計算Hik=24.25kNVRha=125.39kN,水平承載力滿足要求?？拱螛痘休d力驗算抗拔極限承載力標準值計算Tgk=1/nu1Z入iqsikLi=1/4X(4.00X2+0.80)X4X1064.90=9371.12kNTuk=Z入iqsikUiLi=1064.90X3.14X0.80=2675.03kN抗拔承載力計算G=9.80X9.80X13.90X(18.80-10)/4=2936.90kNG=0.50X14.00X(25-10)=105.00kNpTgk/2+Ggp=9371.12/2+2936.90=7622.46kNTuk/2+Gp=2675.03/2+105.00=1442.52kN由于基樁不承受豎向拉力，故基樁呈整體性和非整體性破壞的抗拔承載力滿足要求。抗傾覆驗算

b,=9.80/2+4.00=8.90ma,=9.80/2=4.90m傾覆力矩M傾=M+Fhh=2695+97.00X1.25=2816.35kN?m抗傾覆力矩M抗二(Fk+Gk)ai+2(Tuk/2+Gp)bi=(624.50+3241.35)X4.90+2X(2675.03/2+105.00)X8.90=44619.43kN?mM抗/M傾=44619.43/2816.35=15.84抗傾覆驗算15.84>1.6,滿足要求。(1)樁身承載力驗算1)正截面受壓承載力計算按照Mx作用在對角線進行計算，M「Mk=3802.07kN.m,yi=4.00X20.5=5.66mNk=(Fk‘+1.2Gk)/n+Mxyi/Zyi2=(843.08+1.2X3241.35)/4±(3802.07X5.66)/(2X5.66^)=1183.18+335.87kmax=1519.05kN,Nkmax=847.31kNkmaxWc=0.70WcfcAp=0.70X16.70X1000X0.50=5845.00kN正截面受壓承載力=5845.00kN>Nkma「1519.05kN,滿足要求。2)配筋計算配筋率p=pg=0.52%As=pAP=0.52%X0.50X106=2600mm2,采用HRB335,f「300.00N/mm2取822A1=8X380=3040mm2>A=2600mm2(滿足要求)正截面受拉承載力計算fA=300X3040=912000N=912.00kNysfyAs=912.00kN>Nkmin=847.31kN,正截面受拉承載力滿足要求。M傾/(4婦A)=2816.35X1000/(4X4.00X3040)=57.90N/mm2M傾/(4x1As)=57.90N/mm2V300.00N/mm2,滿足要求。(2)承臺受沖切承載力驗算塔身邊沖切承載力計算F=F-1.2ZQik=Fk，=843.08kN,h「1.35-0.10=1.25m=1250mmPhp=1.0+(2000-1350)/(2000-800)X(0.9-1.0)=0.95a0=4.00-0.80/2-1.80/2=2.70m,入=a0/h°=2.70/1.25=2.16，入>1.0,A=1.0P0=0.84/(1.00+0.2)=0.70,Um=4X(1.80+1.25)=12.20mPhpP0Umfth「0.95X0.70X12.20X1.57X1000X1.25=15921.76kN承臺受沖切承載力=15921.76kN>Ft=843.08kN,滿足要求。角樁向上沖切力承載力計算N1=Nk，=Fk，/n+Mxyi/Zyi2=843.08/4+3802.07X5.66/(2X5.662)=546.64kNA1x=A1y=a0/h「2.70/1.25=2.16,A>1.0,A=1.0,c1=c2=0.90+0.40=1.30mP1x=P1y=0.56/(A1x+0.2)=0.56/(1.00+0.2)=0.47[P(c+a/2)+P(c+a/2)]pfh=0.47X(1.30+2.70/2)X2X0.95X1.57X1000X1.25=1x21y1y11xhpto4644.16kN角樁向上沖切承載力=4644.16kN>2N「1093.28kN,滿足要求。承臺受剪切承載力驗算Nk，=Fk，/n+Mxyi/Zyi2=843.08/4+3802.07X5.66/(2X5.662)=546.64kNV=2Nk，=2X546.64=1093.28kNPhs=(800/ho)1/4=(800/1250)0.25=0.89,A=a0/h「2.70/1.25=2.16a=1.75/(A+1)=1.75/(2.16+1)=0.55,b0=9.80m=9800mmPhsaftb0ho=0.89X0.55X1.57X1000X9.80X1.25=9414.31kN承臺受剪切承載力=9414.31kN>2N「1093kN,滿足要求。(4)承臺抗彎驗算承臺彎矩計算Ni=Fk/n+Mxyi/Zyi2=843.08/4+3802.07X5.66/(2X5.662)=546.64kN,xi=3.10mM=ZNixi=2X546.64X3.10=3389.18kN.m承臺配筋計算承臺采用HRB335，f=300.00N/mm2yAs=M/0.9fho=3389.18X106/(0.9X300X1250)=10042mm2取4922@199mm(鋼筋間距滿足要求)，A=49X380=18620mm2s承臺配筋面積18620mm2>12250mm2,滿足要求。

承臺彎矩示意圖計算結(jié)果(1)基礎樁鉆(沖)孔4根？800灌注樁，樁頂標高-11.15m,樁長14.00m,